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HomeMy WebLinkAboutSWP272266(9) G� w 4'' o oho o .,� -1oa V � o Apr _� z o V � � a� 4-0 CD rld 4-0 a� ct o 0 w Final Report Geotechnical Report for the NE 10th Street/Anacortes Avenue NE Stormwater System Improvement Project i 1 Submitted to City of Renton October 2001 CIH2 HILL. WAS 17706 Is F, 2 3 SSjGNAL 6(R IRES 1 /29 This Re port Has Been Prepared Under the Direction ' of a Registered Professional Engineer ' 159867 r Contents 1 1 1.0 Introduction ........................................................................................................................... 1 2.0 Project Description............................................................................................................... 1 3.0 Elements and Scope of Geotechnical Tasks..................................................................... 1 4.0 Existing Geological Conditions.......................................................................................... 3 4.1 Regional Geology...................................................................................................... 3 4.2 Near Surface Soils.....................................................................................................3 4.3 Seismicity.................................................................................................................... 6 ' 4.4 Previous Geotechnical Explorations....................................................................... 6 5.0 Field Exploration...................................................................................... ......................... 7 5.1 Test Borings................................................................................................................ 7 5.2 Laboratory Testing Program................................................................................... 8 6.0 Subsurface Conditions......................................................................................................... 8 1 6.1 Test Boring B-1............................................................................................ 8 ............... 6.2 Test Boring B-2........................................................................................................... 9 6.3 Groundwater........................................................................................................... 10 6.4 Groundwater Monitoring...................................................................................... 10 7.0 Geotechnical Recommendations...................................................................................... 13 7.1 Site Grading and Subgrade Preparation.............................................................. 13 ' 7.2 Excavations.............................................................................................................. 14 7.3 Groundwater........................................................................................................... 15 7.4 Temporary and Permanent Slopes....................................................................... 15 7.5 Reuse of On-Site Materials..................................................................................... 16 7.6 On-Site Soil Permeability....................................................................................... 16 7.7 Trench Stabilization Materials............................................................................... 16 ' 7.8 Pipe Zone.................................................................................................................. 17 7.9 Trench Backfill......................................................................................................... 17 8.0 Limitations ........................................................................................................................... 18 9.0 References............................................. .................................... 18 ............................................ ' Appendices A Field Data Forms and Boring Logs B Laboratory Test Results ' C Previous Geotechnical Explorations: NE 10th Street/Anacortes Avenue NE Storm System Improvements 1 SEA\\\SIMBA\PROJ\15986AGEOTECHNICAL REPORIIRENTON_GEOTECH_FlNALDOC v GEOTECHNICAL REPORT FOR THE NE LOTH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT Tables 1 Summary of Laboratory Test Results..................................................................... 8 2 Summary of Water Level Readings...................................................................... 11 3 Summary of Onsite Soil Permeability.................................................................. 16 Figures 1 Site Layout and Test Boring Locations................................................................... 2 ' 2 Regional Geology...................................................................................................... 4 3 Near-Surface Soils..................................................................................................... 5 4 Water Level Readings............................................................................................. 12 ' SEA\E:\15986AGEOTECHNICAL REPORTIRENTON_GEOTECH_FINAL.DOC A ' GEOTECHNICAL REPORT FOR THE NE 10TH STREETIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT 1.0 Introduction This geotechnical report summarizes the results of geotechnical investigations conducted by CH2M HILL for the proposed NE 10th Street/Anacortes Avenue NE Detention Pond Project (see Figure 1).The purpose of the investigation is to evaluate the subsurface conditions at the proposed project site to identify potential geotechnical issues associated with the design and construction of the project. 2.0 Project Description ' The NE 10th Street/Anacortes Avenue NE Detention Pond Project is in an area that has frequently experienced localized flooding in the streets,private drives,and on private ' property surrounding some of these areas. The project entails the construction of a detention pond,piping and grading,and associated facilities to help mitigate the flooding that presently occurs. The location of the proposed detention pond would be in a vacant lot,just east of the intersection of NE 10th Street and Anacortes Avenue NE in Renton,Washington.Additional information about the project location is provided in the CH2M HILL report titled Wetland ' Delineation and Classification,prepared for the City of Renton in May 2001. 3.0 Elements and Scope of Geotechnical Tasks The geotechnical elements for this project include: (a) investigation of subsurface conditions ' at the site of the proposed pond,and(b) recommendations for design and construction of the proposed project. Based on these elements,the scope of the geotechnical work includes the following: • Review of geology,near-surface soils,and seismicity conditions at the project site Evaluation of subsurface conditions from drilling of two test borings within the limits of the proposed detention pond • Determination of relevant engineering properties of soils from laboratory test results 0 Evaluation of site groundwater conditions relative to its effects on the siting of a pond at the location • Development of geotechnical recommendations related to site grading and subgrade preparation,excavations,groundwater issues, temporary and permanent slopes,onsite soil permeability,reuse of onsite material,trench stabilization,pipe base and pipe zone, and trench backfill • Preparation of a geotechnical report SEA\\\SIMBA\PROJ\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOG 1 ' WIRE FENCE t w t z Z SP-03 w w BLACKBERRIES :r 1 o t O 1 O 3 , 1 i 140' I 1 w w BLACKBERRIES w z i z 60'' 1 _ ® 1 P-04 I , 1 I BLACKBERRIES 3:1 1 ' PIEZOMETERS , 3:1 2 1 FOUND " REBAR BORING B-1 BORING i , ' C FENCE B-1A 1 CH2M n 1000 GAP IN POST ®,` y WETLAND REBAR 8 CAP GAPFEN IN INE 8-e --,_ 4`t BWNDARY , N 185148.267 68-5- --� (SURVEYED 1 E 1312801.060 AUGUST 9. EL'418.41 '' 2000J t I FOUND Y4" ®�7 �% I 4" ID TILE PIPE IP W/ PLUG ®B-4 , TOP OF PIPE - 419.75 1 BOTTOM HALF OF PIPE ® SP-02 BROKEN AWAY ES FOUND 11/4" �g I IP W/ PLUG i i 1 X- 8-10 i B-3 SP-01 I X ��� w O w 1 Z w z 1 w w Z 1 3 z w 1 X a '1 _ I 36" FOUND , REBAR & CAP SOIL BEGIN SPLIT BORING B-2 BLACKBERRIES 42' I 36' RAIL FENCE I Lam` IRE F nAn 0 ' u S.E.116TH ST. CH2M 1020PK NAIL N' N 184981.486 E 1312762.956 EL 418.25 Site Layout and i0 20 40 60 Boring Locations Scale In Feet FIGURE 1 GEOTECHNICAL REPORT FOR THE NE 10TH STREETIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT t 4.0 Existing Geological Conditions ' Published information about regionalgeology,seismicit y,and near-surface soil conditions within the general project area was reviewed to provide a general description of site conditions. 4.1 Regional Geology ' Most exposed soils in the King County region are of glacial origin and have been reworked or deposited during and following the most recent episode of continental glaciers(Vashon ' Period of the Fraser Glaciation). These glaciations advanced into Washington from Canada late in the Pleistocene time period. This more than 3,000-foot-thick glacier formed most of the topography and waterways of the region between 13,000 and 15,000 years ago. Deposits associated with this geologic process include the hard or very dense glacial till and outwash deposits produced by the meltwater streams from the glaciers. Erosion and deposition created by the glaciers resulted in alteration of slopes and ground surfaces in the area. The primary soil unit mapped in the project area is Vashon Till(Qvt) (see Figure 2),which is an unsorted mixture of silt,sand,gravel,cobbles,and boulders deposited during glaciation ' (Luzier, 1969). A very dense or extremely compact mixture of gravel,cobbles,and occasional boulders in a gray,clayey,silty sand matrix characterizes the Vashon Till(Qvt). This deposit may also ' contain sand and gravel lenses within and on top of the till. The till appears gray to blue on fresh surfaces and weathers to brown or yellow. The upper few feet of the till are usually weathered and less dense. Due to its extremely compact nature and to the general lack of ' surficial cracks or joints, the till will stand in near-vertical slopes. A thin veneer of loosely consolidated nonsorted ablation till and/or thin outwash covers some of the areas. 4.2 Near Surface Soils The soil characteristics of the upper 5 feet of soil(from 0 to 5 feet bgs) at the project site were evaluated from the studies conducted by the U.S. Soil Conservation Service (SCS) entitled "Soil Survey of King County Area, Washington" (Debose and Klungland, 1983). This map, shown in Figure 3, indicates two primary near-surface soil units in the project area: ' Alderwood Gravelly Sandy Loam(AgC) and Arents-Alderwood Material (AmC). Alderwood Gravelly Sandy Loam(AgC)commonly forms on glacial till in this area and is typically 25 to 30 inches thick. Arents-Alderwood Material (AmC)also typically overlies till and consists of Alderwood series soils that have been disturbed and reused in urban developments. Because these soils are related,many of their engineering characteristics are similar. ' These soils are generally classified as silty sands (SM)by the Unified Soil Classification System(USCS) and contain 20 to 30 percent fines. Compressibility is low and typical ' permeability ranges from 2.0 to 6.3 inches per hour within the near-surface weathered profile. Groundwater is often perched on the underlying,low-permeability till and typically fluctuates seasonally to within a few inches of the ground surface. ' SEA\\\SIMBA\PROJ\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 3 GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT FIGURE 2 Regional Geology(after Luzier 1969) Geotechnical Repot Y t � \ t - 3 \ t� t e • I t � n • $ 3 :. I. , ._. ...,,, ... 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Qp - :r•. .t ram/ -`>-. } .1 1 x 4. .,., y- -•::: „ ._..._.. . . ..- -�, ff - ...� / vP, \ ..! , QY .4 ) \ a---'-- �7J .. 'Z Tat r ii Qvt r - .�lit rkn __. .: ,� .., a.,. �•°' • <'V r _ ,y .. .... .. r .. .::.,:_. .. .f ....:........._� .:r 'at. _ � ._ k :. � .QVi Qvf •4;. Pi [ :l ff HL•, GEOTECHNICAL REPORT FOR THE ' NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT ' FIGURE 3 Near-Surface Soil Units(after Snyder and Pringle 1973) Geotechnical Report KPDsii �� BeC v U ,,r8 �. L c-, c sk BM 25 3 Bec 3 • � 2 M I Q Ne.W _.�93 • AgD BeU KpB AmC qgg BM � _ Sou Me rc P� \�� I EvC BeD •eC r KPD Jr H i AgC 8 AmC i Bh f r �' ' •• AgC I ' • [ EwC BM _ May e KPC r� • .EvC 9�O P• \ \ Ag B I 'f x „ II La eridge SchBIM 109 • . OvD '9 — — ----- _ _ — — e --- 356 Y Si B�1 AgD .— --- — ------ `g° — ---BMA ABM — ------- — E------------8 --- let- \_, 1 :p 690 692 j BeC ' �_'� o: • �C AgC r^ 1' 'AgC _ N� r:•�A 3 i No BM6 c> '' AgC KpD 1 I p l 605 i I OvD ' ___ •I KPB N a �• `� Sm 1 v a m I r� �• 1 �• AgC •I �O _ •� BeC South Point _ AgD 1 •� AgD 0r� 'u 34 (3 BeD AgD ii I AgC r ':•' . FL n I D AgC .U ' _ I, r i• I o Kennydale •InC I AkF JI AkF EvB �a, AkF j OVD �y •� / I AgC I BeG EvC ^• vE� AgCW:. Coleman Poin Q' PY G N,T CO I 6 j •InA — -- ----- f— Pam' -- s —'--'---- -- AgC -- — i3M •T 329 WvB ,+t=— 87—' T. 24 N. t' B gC AgD 2 :t BM�11 c ---- -- OvC T. 23 N. •J mt n •BM• 0I tt » Q z 1 m n n EEO - EvC — t: AgD % U `\ 'AgC .a. . ATTLE AkF BM Project Site •i ac - i• '�� AmC -J �.. .J•BeD r- ---�=: JL ake •� InC 167 1 AgC I -,.• � Bryn Mawr (�� � '' Bh • AmC G, •am , Tu c6 ��� I _ BC�O �F BDY '.� - " j' REs ry ir. R y Trailer ark• Q - — — - ---- -- — — • _.s,J :_ �_. - -- ----- 9M a -- BM i s BM 12dC rn -- 315 i� 238 .. �' • - I' j ';..:• • 'EvC COL•` '••' AgG �^/ 1 J � ', •�: AgC L^ U r ft TON �.. �' •. gC 9. �j 1 � � .RdE �•L. . � � nl 1 °00 AgC 11 BM. �- � .:h.:.:.•.::.r.�>�: t D r,------- '•'.i i — � AgD B Ma L AmC n SUDSIdt ri. Ur y ::.: { ighlandSch �t i i i i i as /1 •�,c--=�. ' , • . .: NQ 7 Ur ' KR-G.� ;_.-; :-_ :�• ° Figure 3 c �. . 's 9 �413 'i Near-Surface Soil Units •1� qgD . <>:; �� Age i• :•'r •`: �_,; _ C (after Snyder and Pringle 1973) B113 River ' t' a�: a t A I -----° "' .. a• J: Trailer n: i .EvB — •'�___'' 1:BM B .,8 • — I j ��■ ■• -t ark.• a u, II••' % j - i . ' M g �I- I• Athletic I .S _ - .II .3 9 .; � r;---•i �• .. '- 3 424 _ Tc GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT 4.3 Seismicity The proposed project is located in an area that has a relatively high level of seismic activity. Two earthquakes with magnitudes greater than a Richter magnitude 6 have occurred in the general Puget Sound area in the past 50 years. Two categories of potential seismic sources are significant to the project site: (1)shallow crustal faults and (2) the Cascadia subduction zone. The former source appears to be capable of generating earthquakes almost anywhere in the southern Puget Sound region. Within the subduction zone,two types of earthquakes ' can occur: intraplate earthquakes and interplate earthquakes. Either of these two types of subduction zone earthquakes can generate damaging ground motions and other associated hazards.The interplate events occur at the interface between the subducting Juan de Fuca plate and the overriding North American plate,while the intraplate earthquakes occurs within the Juan de Fuca plate. The largest earthquake event to occur in recorded historical times in the Puget Sound region was the 1949 Magnitude 7.1 Olympia earthquake,which had a source at a depth of about 34 miles within the Juan de Fuca plate. A peak ground acceleration of 0.28g was recorded from this event. The second largest historical earthquake event in the region was the 1965 Magnitude 6.5 Seattle-Tacoma earthquake,which occurred about 13 miles north of Tacoma. This earthquake was believed to be an intraplate event at a depth of about 38 miles and a recorded peak ground acceleration of 0.2g(RSP/EQE and Woodward-Clyde, 1996).The most recent interface earthquake along the Cascadia subduction zone is believed to have occurred about 1700.Historical accounts and computer modeling of the resulting tsunami generated by that earthquake indicate that it might have had a magnitude as high as 9.0. Based on the 1997 Uniform Building Code(UBC) seismic zoning map, the project site is classified under Seismic Zone 3. This zone is assigned a seismic zone factor(Z) of 0.3.The soil profile type for the soil condition at the site is SD. 4.4 Previous Geotechnical Explorations CH2M HILL conducted a subsurface exploration program for the NE 10th Street/Anacortes Avenue NE Storm System Improvement project in February 1997(CH2M HILL, 1997). Nine borings were drilled for Alternative B1,which involves construction of a 30- to 36-inch- diameter replacement stormwater system in Whitman Court,and a new 24- to 30-inch- diameter bypass stormwater system in NE 11th Street,Anacortes Avenue NE,and NE 10th Street. Boring locations and stormwater configurations anticipated at the time the report was produced are presented in Appendix C. Boring logs and laboratory test results for these borings are also contained within Appendix C. The borings conducted for this geotechnical investigation generally encountered very dense, slightly moist glacial till(Vashon Till)below roadway sections. However,borings B-1 and B- 9 encountered some glaciolacustrine deposits consisting of silts,silty sand,poorly graded sand,and poorly graded sand with silt. The borings were drilled in February 1997,and,although they were drilled during the rainy season,high groundwater elevation(e.g.,at the ground surface)was not encountered. It should be noted,however,that the borings were generally drilled within the streets,where SEA\\\SIMBA\PROJ\15986AGEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 6 GEOTECHNICAL REPORT FOR THE NE 10TH STREEfIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT N the installation of utilities in ravel-fill trenches g ed t e ches has likely altered the groundwater regime. 5.0 Field Exploration This section discusses the subsurface exploration program conducted at the site of the proposed detention pond.The field program consisted of drilling two test borings. Locations of the test borings were selected to provide subsurface information within the footprint area of the proposed detention pond.Locations of the test borings shown on Figure 1 are approximate. The actual locations were established in the field based on access. 5.1 Test Borings Two test borings were drilled within the proposed detention pond location. Boring B-1 was drilled near the center of the proposed pond;B-2 was drilled at the southern end of the proposed pond (see Figure 1). Cascade Drilling Inc.,of Woodinville provided geotechnical drilling services for the project under the oversight of CH2M HILL. The drilling process was accomplished using an 8-inch (outside diameter)hollow stem auger mounted on a CME 75 truck-mounted drill rig with an automatic hammer system. The borehole was drilled to desired depths and samples were obtained at 5-foot intervals through the hollow center of the auger. The auger remained in the borehole during drilling and stabilized the borehole. Drilling of the soil borings was completed August 4,2000. Representative disturbed soil samples of material encountered in the soil borings were generally recovered at 5-foot intervals using a 2-inch-diameter standard split-spoon sampler following the requirements of the Standard Penetration Test(SPT),as described in ASTM D1586. A brief description of the Standard Penetration Test is provided in Appendix A of this report. Soil samples retrieved from the test borings were classified visually in the field in accordance with ASTM D2488,Visual Manual Procedure for Description and Identification of Soils. The visual classifications were noted and recorded on the field boring logs and were later revised as necessary based on the results of laboratory testing. The soil borings were drilled to approximately 30 and 40 feet bgs. The logs of the exploratory soil borings are presented in Appendix A of this geotechnical report. Following completion of drilling, the borehole was either abandoned or converted to a groundwater observation well for future monitoring of groundwater,depending on the location of the soil boring and the depth at which groundwater was encountered during drilling. Abandonment of the soil boring was conducted in accordance with the State of Washington Administrative Rules for Construction,Maintenance,and Abandonment of Monitoring Wells and Other Holes. If the borehole was converted to a monitoring well, the soil boring was completed by installing a 1-inch-diameter,polyvinyl chloride(PVC)pipe to the desired depth. The top of the PVC pipe extended about 2 to 3 feet above the existing ground surface. The bottom 5 feet of the pipe were perforated.Sand was used to backfill the borehole and/or areas around the well pipe to a depth of about 2 feet above the perforations. A bentonite seal was used above the sand to plug the borehole and prevent seepage along the borehole. SEA\\\SIMBA\PROJ\159867\GEOTECHNICAL REPORTIRENTON_GEOTECH_FINAL.DOC 7 GEOTECHNICAL REPORT FOR THE NE 10TH STREETIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT 5.2 Laboratory Testing Program Laboratory testing was conducted on representative soil samples selected by CH2M HILL's field engineer. The purpose of the laboratory tests was to confirm the field visual classification of soils and to establish index properties for the soil for use in design.Geo- Engineers,Inc.,of Redmond provided the laboratory testing services under subcontract to CH2M HILL. The testing program consisted of the following: • Sieve Analysis (ASTM D422) • Natural Moisture Content(ASTM D2216) • Visual Description(ASTM D2488) Table 1 presents the laboratory test results performed on selected samples recovered during field exploration.A brief description of the procedures used to perform these tests is presented in Appendix B of this report. All test results were reviewed by CH2M HILL geotechnical staff.Complete results of laboratory tests are presented in Appendix B.Results of these tests are incorporated into the comment section of the test borings logs in Appendix A. TABLE 1 Summary of Laboratory Test Results Geotechnical Report Sample Natural Test boring Sample depth USCS type Water Grain size distribution number number (feet) Yp content (percent) (percent) Gravel Sand Fines B-1 S-1A 5 ML 11 15 41 44 B-1 S-6 30 SP-SM 19 4 88 8 B-2 S-2 5 SM 9 19 46 35 a Classification of soil based on the Unified Soil Classification System(USCS). 6.0 Subsurface Conditions Section 6.0 discusses the subsurface conditions at the NE 10th Street/Anacortes Avenue NE Detention Pond Project site based on the results of the field exploration,laboratory-testing program, and discussion with area residents. This section is subdivided into three sections: Test Boring B-1,Test Boring B-2,and Groundwater. 6.1 Test Boring B-1 Test boring B-1 was drilled August 4,2000,near the center of the proposed detention pond (see Figure 1) to a depth of 31 feet bgs.At this location the vegetation is grass and blackberry brush. SEA\\\SIMBA\PROJ1159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL:DOC 8 GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT The boring encountered dark brown,stiff/medium-dense sandy silt to silt with sand with scattered organics from the ground surface to a depth of about 3 feet bgs.Till was encountered from about 3 feet bgs to about 25 feet bgs,consisting of gray,slightly moist silty sand with scattered gravel. The upper zone(from 3 to about 5.5 feet bgs)was found to be weathered and slightly less dense than the underlying material. This till layer acts as an aquitard at the proposed site,perching surface water above the till layer.Outwash was encountered below the till(below about 25 feet bgs),consisting of very dense silty sand to poorly graded sand with gravel. The samples recovered at a depth of 25.0 to 25.8 feet bgs and 30.0 to 31.0 feet bgs contained brown,very dense silty sand to poorly graded sand with silt and scattered gravel(SM to SP). The outwash typically contains less than 15 percent fines (i.e.,material passing the No. 200 sieve size). Groundwater was encountered at a depth of about 30 feet bgs during drilling.Water could be heard entering the open borehole when the hollow stem auger was removed.A piezometer was installed with a screen from 25 to 30 feet bgs and a sand pack to 23 feet bgs to monitor the groundwater level in the lower outwash strata at this location.A bentonite plug was installed above the sand pack to prevent infiltration of surface water. A second boring,B-1A,was drilled about 8 feet from B-1, to a depth of 15 feet bgs to install a piezometer. This borehole was not logged because it is assumed that the stratigraphy is the same as that in boring B-1.A piezometer was installed in this borehole to measure the shallow surficial water table,if one exists,within or above the till surface.A screen was installed from 10 to 15 feet bgs and sand pack to 8 feet bgs. A bentonite plug was installed above the sand pack to prevent direct infiltration of surface water into the borehole. 6.2 Test Boring B-2 Test boring B-2 was drilled August 4,2000,in the southern end of the proposed detention pond. The boring was drilled to a depth of 41.5 feet bgs. At this location the ground surface is covered with grass and blackberry brush. Dark brown,organic,stiff/medium-dense silty sand to silt with sand was encountered in approximately the upper 2 feet of the boring. Till was found to underlie the surficial organic layer,from a depth of 2 feet bgs to about 25 feet bgs.The till consisted of gray,slightly moist silty sand and silt with sand with occasional gravel. The top portion of this zone consisted of weathered till composed of gray-and rust-mottled,very dense silty sand with scattered gravel and cobbles and extended from 2 feet to about 4 feet bgs. Below the weatherd till,the soil was unweathered and very dense. Outwash was encountered below the till(below about 25 feet bgs),consisting of very dense silty sand to poorly-graded sand with gravel to the bottom of the drilled borehole. The outwash typically contains less than 15 percent fines(i.e.,material passing the No.200 sieve size). Groundwater was encountered during drilling at an approximate depth of 35 to 40 feet bgs. A piezometer was not installed in boring B-2. SEA\\\SIMBA\PROJ\15986AGEOTECHNICAL REPORT\RENTON_GEOTECH_FINALDOC 9 GEOTECHNICAL REPORT FOR THE NE LOTH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT 6.3 Groundwater In areas of till, the groundwater is often characterized by a shallow,perched groundwater system within the weathered upper few feet of the till layer. If more pervious material(e.g., the outwash material encountered at this site) is found to underlie the till zone,a deeper regional groundwater system within more permeable strata might exist. A shallow,perched groundwater system was encountered at the proposed site,and is recharged by direct precipitation,runoff water from the localized area,and seepage within the shallow groundwater system. Due to the low permeability of the underlying unweathered glacial till,rainfall that infiltrates into the more permeable weathered till layer collects and moves laterally by gravity along the interface of the weathered/unweathered till zone. The groundwater movement,even in the weathered zone,is relatively slow due to high silt content, the well-graded nature of the weathered till, the compactness of the formation,and the relatively low hydraulic gradients along the till surface. Estimated coefficients of permeability for both the weathered and unweathered till material are presented in this report. It has been reported by long-time residents of the area that the proposed pond site and surrounding area is under several inches to more than 1 foot of standing water during storm events and at other times during the rainy seasons of the year. This area is believed to have existed as a local bog prior to development,and is topographically at a slightly lower elevation than its surroundings,making it a natural area for collection of surface water and shallow perched groundwater. As discussed previously,two piezometers were installed during the field exploration to further examine groundwater conditions at the site. In addition to determining the groundwater level, the piezometers were placed to examine the groundwater levels of the surface water(perched water table on the till) and the possible presence of a deeper regional water level within the outwash material. If a surficial perched water table were found,it would also be useful to determine if the gradient or seepage was always downward toward the underlying outwash, or if,during wet seasons, the deeper water table rises to the surface,creating an upward gradient.In either case,it is a requirement that the proposed detention pond be designed so that any groundwater that flows naturally into the pond is allowed to gravity drain out in order to maintain the required detention volume needed to store stormwater inflows. The results of the groundwater monitoring over the period of this study and our conclusions are presented in the section that follows. 6.4 Groundwater Monitoring Two piezometers were installed at the project site after drilling the test borings(August 4, 2000).Piezometer B-1 was installed in the logged borehole of test boring B-1 to a depth of 30 feet bgs with a 5-foot screened section from 24.2 to 29.2 feet bgs. Piezometer B-1A was installed approximately 8 feet southeast of piezometer B-1 in a 15-footdeep unlogged borehole. Piezometer B-1A was installed with a 5-foot screen from 8.7 to 13.7 feet bgs. The subsurface stratigraphy is assumed to be the same at both piezometers due to their proximity. Piezometer completion diagrams are provided in Appendix A. Several water-level readings were taken from August 30,2000 to May 22,2001. The water- level readings are presented in Table 2 and plotted in Figure 4. Except for the first reading, SEA1\\SIMBA\PROJ\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH__FINAL.DOC 10 GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT taken August 30,2000,piezometer B-1 detected no water present at the time of the readings. However,readings at piezometer B-1A detect the groundwater fluctuations varying from 3.86 feet to 11.43 feet bgs.These readings indicate that water is perched on and in the upper till layer throughout much of the year,if not year-round. It should be noted that this year has been one of the drier years on record,therefore groundwater levels may have been lower than normal. TABLE 2 Summary of Water Level Readings Geotechnical Report B-1 B-1 A Ground elevation=412.81 Ground elevation=413.09 Top of casing elevation=416.05 Top of casing elevation=414.99 Total depth from top of casing =32.4 ft Total depth from top of casing=15.6 ft Depth, Depth, Depth,top of ground Depth,top of ground casing to surface to casing to surface to water water Groundwater water water Groundwater Date (feet) (feet) elevation (feet) (feet) elevation 08/30/2000 32.2 28.98 383.83 11.85 9.95 403.14 09/14/2000 DRY DRY N/A 12.85 10.95 402.14 10/10/2000 DRY DRY N/A 14.13 12.23 400.86 10/19/2000 DRY DRY N/A 14.67 12.77 400.32 1/12/2001 DRY DRY N/A 7.10 5.20 407.89 5/22/2001 DRY DRY N/A 5.93 4.03 409.06 Monitoring of the two piezometers over a period of time revealed that a deeper,permanent water table might be present part of the time at this site;however,the deep piezometer was found to be dry at the time of all but one of the readings that were taken for this study. Although the deeper regional groundwater system was not encountered in the piezometer during most of the observation period, this groundwater can be expected to vary in elevation in proportion to,but probably with a lag time,the seasonal variation in precipitation. Based on the field investigations and piezometer readings,the data show that a minor quantity of groundwater that originates from the shallow water table will flow into the proposed pond excavation. The deeper groundwater table remained well below the bottom of the proposed detention pond during the entire period of groundwater monitoring. Although the winter season was exceptionally dry during the period when the groundwater was being monitored,it is unlikely that the deeper water level would rise to the ground surface or even to the level of the bottom of the proposed pond in the future. SEA\\\SIMBA\PROJ\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 11 GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT r FIGURE 4 0 ' Water Level Readings 00 - Geotechnical Report 0 0 r o 0 N m rO T C N N N N O Q.. '= O 1 = cc E ❑ m � 0 O r� N R O O O O O N N T r O r _o N O O cb m O O O N O to O N N Om CM O (11)acepnS punojE)AAolaq yldaa SEATUSIMBA\PROJ\159867\GEOTECHNICAL REPORTRENTON_GEOTECH_FINALDOC 12 GEOTECHNICAL REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT An analysis was made to estimate the groundwater inflows to the pond from the shallow surface water sources that are known to exist at the site. Based on preliminary pond layouts, shallow groundwater inflows into the pond were estimated to range from about 2 to 20 gallons per minute (gpm) during ordinary,non-flood periods. This estimate is based on an average estimated coefficient of permeability for the till of about 1 x 104 to 1 x 10-5 centimeters per second (cm/sec),with the water table surrounding the area of the pond assumed to be at or near the ground surface.Subsurface conditions at the pond site might vary slightly from the soil conditions encountered at the two borings,resulting in slightly more or less inflow. 7.0 Geotechnical Recommendations Geotechnical recommendations for the NE loth Street/Anacortes Avenue NE Detention Pond Project are based on the subsurface explorations and on a review of the literature presented in the previous sections. Criteria addressed include site grading and subgrade preparation,excavations,groundwater, temporary and permanent slopes,reuse of onsite material,onsite soil permeability,trench stabilization materials,pipe base and pipe zone materials,and trench backfill. All recommendations are intended for the potential pond site only;they do not include improvements of facilities outside of the pond site area (i.e.,pipe replacement and improvements in the neighboring subdivision). 7.1 Site Grading and Subgrade Preparation The project site,including areas to receive embankments,should be cleared before construction by stripping and removing all vegetation,organic surface soils,and any other deleterious materials. A stripping depth of 2 feet or more might be required to remove the surficial organics and organic rich topsoil materials. Prior to and during construction and land-clearing activities,a temporary erosion and sedimentation control plan should be prepared and implemented consistent with local, county,and state requirements. Appropriate best management practices (BMPs)should be implemented to help prevent and control runoff and erosion of exposed soils during 1 construction. This could include: silt fences,interceptor ditches,rock check dams, temporary sediment traps,straw bale diversion, gravel outlets,and temporary sediment ponds. Disturbed surfaces should be protected as soon as practicable after completion of the construction. All stockpiled material should be covered with plastic during wet weather to minimize erosion. Stockpiling of materials adjacent to wetland areas should be avoided. Roads should be cleaned regularly at the point where trucks enter paved roadways and along existing roads where work is occurring. All surfaces,whether exposed through stripping,cutting,or filling,should be proof-rolled or tested to delineate the soft areas.The subgrade should be hard and non-yielding.Soft areas should be excavated to firm bearing soils and replaced with granular fill.Granular fill should be placed in uniform loose layers not exceeding 10 inches in thickness prior to compaction,and should be compacted to a minimum of 95 percent of the maximum dry density and within 2 percent of optimum moisture content,as determined according to ASTM D1557. A geotextile fabric,used in conjunction with granular fill,can be used to limit SEA\\\SIM6A\PROJ\159867\GEOTECHNICAL REPORTRRENTON_GEOTECH_FWAL.DOC 13 GEOTECHNICAL REPORT FOR THE NE LOTH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT excessive excavation a depths in areas of soft sub grade rove h engineer p g s approved d by the e g eer for design conditions. Because the native soil is well-graded and contains a high percentage of fines it is very sensitive to moisture and is difficult to work or compact if excess moisture is present in the soil or if construction is done during wet weather conditions.If the existing soil proves unsuitable for subgrade or reuse,granular soil that meets the Washington State Department of Transportation(WSDOT) Standard Specifications for Gravel Borrow,Section 9-03.14(1) should be used. The underlying undisturbed native soil consists primarily of glacially consolidated till. The material is very dense,is likely at or near its optimum moisture content,and has high strength so long as it remains undisturbed. Glacial till typically consists of well-graded mixtures of silt,sand, and gravel. The fines content(i.e.,percent passing the No.200 sieve) typically exceeds 15 percent and might approach 30 percent or more. The material is very moisture sensitive. If the till is disturbed while in the presence of excess moisture,it immediately takes on additional water and begins pumping or yielding under traffic loads. This results in the development of excess pore water pressure in the soil voids. This in turn leads to more disturbance and additional loss of strength. To protect the glacial till soils from loss of strength, the moisture conditions of the till must be controlled during construction. Additionally,an adequate thickness of clean granular fill material that is not moisture sensitive should be used where necessary to spread and distribute surface live loads into the till and avoid disturbing it. 7.2 Excavations Excavations will be required to construct the detention pond and associated facilities onsite. The excavations will encounter primarily weathered and unweathered till when the organic surface layer is removed. Excavation in the unweathered till can be slow and difficult because it is very dense and cemented. Refusal blow counts acquired during the test borings in this material indicate very dense soils that will require large powerful excavation equipment for its removal. On the basis of subsurface explorations and published geologic and soil mapping in the area,the excavations for this project can be classified as common excavation. Common excavation is defined as non-rock material that does not require systematic drilling and blasting for removal. Furthermore,based on the characteristics of glacial till in the area, isolated boulders could be present locally in this material. Excavation in areas with isolated large boulders might require blasting or fracturing to accomplish the excavation. The subsurface explorations indicate good base conditions. These base conditions consist of glacial till containing a dense mix of silt,sand,and gravel. Construction should occur during the dry summer months to minimize or avoid encountering perched groundwater in excavations. 1 SEAU\SIMBA\PROJ\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 14 GEOTECHNICAL REPORT FOR THE NE LOTH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT During construction,a qualified professional should monitor the soil conditions exposed during the excavation to confirm that suitable base soils are exposed.This individual should be qualified to provide design modifications if necessary. 7.3 Groundwater Trench and excavation side walls and slopes are expected to be less stable where adverse soil conditions exist,such as in areas of shallow groundwater,where non-cohesive sand or gravel exists,and where the excavation is well below the water table. In such areas,the trenches and slopes must be sloped at flatter angles and/or additional erosion control, shoring,or a combination of these might be required to control erosion of the slopes of the proposed pond. Shallow groundwater was recorded during the groundwater monitoring program and is expected to be present in excavations that extend more than a few feet bgs,even during the dry summer months.The dense fine-grained till material that will be exposed in the excavation is expected to have a relatively low coefficient of permeability(1 x 10-5 cm/sec or less). Based on our knowledge of the site conditions and our calculations,the inflow is estimated to be less than 20 gpm for the entire proposed pond excavation. However, additional water might be encountered during construction as a result of the initial drawdown of the surrounding water table. The contractor should be prepared to deal with and remove the water as necessary to complete construction operations.Perimeter trenches or other collection points might be required to adequately control the groundwater during construction to avoid overly wet excavated materials. 7.4 Temporary and Permanent Slopes The soil conditions are considered good for trenching and excavations at the project site. Temporary side slopes are expected to stand temporarily at relatively steep slopes(1H:2V) where groundwater seepage does not occur. Trench boxes or other devices should be used, as required, to meet all regulatory safety standards for temporary excavation. All permanent cut-and-fill slopes should be constructed with a final grade of no steeper than 2H:1V. Embankments should be constructed in compacted lifts according to WSDOT Standard Specifications Section 2-03.3(14)C,Method B,Compacting Earth Embankments,with the exception that compaction and moisture control tests should be based on ASTM D 698. Embankment fills placed on sloping areas such as existing fill slopes or hillsides,should be constructed only on properly benched and keyed slopes,as specified in WSDOT Standard Specifications Section 2-03.3(14),Embankment Construction.In such a case,fill construction should start from the bottom of the fill and should be placed and compacted in horizontal lifts. Proper measures for erosion control should be used on finished slopes,such as trackwalking,compacting,and vegetating the slope face. Final grades at the slope crests need to facilitate surface drainage away from the slope crest. Pond side slopes should be covered with a protective rock erosion blanket.A suitable material should be less than about 3 inches in maximum size,crushed,angular product,and reasonably well graded.Shoulder Ballast(9-03.9(2)) of the Standard Specifications would be such a suitable material. If access to the bottom of the pond is required for the cleaning out of built up silt or for maintenance, SEA\\\SIMBA\PROJ\159867\GEOTECHNICAL REPORTWENTON_GEOTECH_FINAL.DOC 15 GEOTECHNICAL REPORT FOR THE NE 10TH STREETIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT 12-inches or more of quarry ry spallsmay be requited to avoid d damage to wet subgrade soils. This thickness is dependent upon the type of equipment to be used as well as the time of the year. The quarry spalls should meet the requirements of WSDOT Standard Specifications, Section 9-13.6. 7.5 Reuse of On-Site Materials Most of the excavation for the foundations and pipe trenches will be in weathered or unweathered glacial till consisting of medium-dense to very dense mixtures of silt,sand, and gravel.Some localized areas might also encounter very dense fine sand. The high fines content of the till makes it unsuitable for pipe zone material,pipe bedding,or free-draining structural backfill.The high fines content might also preclude its use as trench backfill in areas where a structure or roadway is to be placed over a pipeline if the native soil is too wet. The till,where it is used for embankments and fill,should provide a firm foundation when placed at a moisture content near optimum(plus or minus 2 percent of optimum)and compacted to a minimum of 95 percent relative compaction in accordance with ASTM D1557. The weathered till might be too wet for reuse as embankment material if it is excavated from or placed below the water table.The underlying unweathered till might be suitable for embankments if the moisture content of the material is at or near optimum at the time of reuse. It is expected that the till material will be difficult to reuse,however, ' because of the likelihood that it contains excess moisture. The strippings from the site are suitable for landscaping and general grading in areas where structures or other facilities are not planned. The strippings might be suitable as trench backfill above the pipe zone in locations where surface settlement is allowable and no structural support is needed. The strippings might be reused for nonstructural uses. 7.6 On-Site Soil Permeability The coefficients of permeability for onsite soils are presented in Table 3.Soil permeability is a highly variable property and might vary by several orders of magnitude in the same soil unit(Fetter,1994).The values in Table 3 are estimated values determined from relationships between soil type and/or grain size distribution. TABLE 3 Summary of Onsite Soil Permeability Geotechnical Report Soil Unit Typical Permeability Range (cm/s) Weathered till 10 4 to 10-6 Unweathered till 10-5 to 10' 7.7 Trench Stabilization Materials Trench stabilization materials should be used to provide a stable base when soft,wet ' unsuitable soils are encountered below the pipe grade.Trench stabilization material should 1 SEA\\\SIMBA\PROJ\75986AGEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 16 GEOTECHNICAL REPORT FOR THE NE LOTH STREETIANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT consist of poorly graded gravel or crushed rock with a maximum size of 2 to 3 inches,and it ' should be free of fines. Trench stabilization should be used when field conditions require overexcavation of the soft base soils.Usually 1 to 3 feet of overexcavation of soft materials and replacement with trench stabilization material is sufficient to provide a firm base.The ' trench stabilization material should be wrapped with a non-woven geotextile,if necessary, to prevent loss of fines so that the surrounding finer-grained materials such as clay,silt,and sand do not pipe into the voids. The material should be graded smooth and pipe base material should be placed overthe top.A suitable trench stabilization material should conform to WSDOT specification 9-03.17,class A or B. This material is not available from project excavations and must be imported. i 7.8 Pipe Zone Pipe zone material should be used to provide a firm foundation and lateral support for the pipe. In all cases,a minimum of 4 to 6 inches of pipe zone material under the pipe is recommended. Pipe zone material should consist of well-graded granular material compacted at proper moisture content(plus or minus 2 percent of optimum). The material ' should consist of imported 3/4-inch minus,well-graded sand and gravel containing less than about 5 percent fines(i.e.,percent passing the No.200 sieve). Pipe zone material should extend a minimum of 12 inches above the top of the pipe.The pipe zone backfill should be thoroughly compacted to fully support the pipe. Special effort should be made to place and compact the material under the haunches of the pipe. The backfill should be placed in lifts not more than 6 inches thick or as required to achieve adequate compaction. In these areas,the backfill should be placed within 2 percent of optimum moisture content and then compacted to a minimum of 95 percent relative compaction(per ASTM D698). 7.9 Trench Backfill Trench backfill extends from the pipe zone to the ground surface or to the base of any special surfacing materials at the ground surface.Trench backfill material should be the same as the material recommended for pipe zone backfill where surface settlement cannot be tolerated,such as under roads,structures,parking areas,piping,or special crossings. In these areas,the backfill should be placed in horizontal lifts not exceeding 6 inches in thickness prior to compaction.The backfill should be thoroughly compacted to a minimum of 95 percent relative compaction at plus or minus 2 percent of optimum moisture content in accordance with ASTM D698. In unimproved areas,where settlement is not as critical,but where it should be controlled, the excavated trench material may be useable for backfill in some areas.Organic soil,refuse, and excessively silty or clayey material should not be used for backfill. Trench backfill should be placed in lifts not exceeding about 12 inches in thickness prior to compaction,at optimum moisture content,and should be compacted using excavation equipment or mechanical tampers.Regrading will be required to fill the trenches after initial settlement has occurred. Where maintenance roads are required,sufficient thickness should be allowed for gravel surfacing. SEA\\\SIMBA\PROJ\75986AGEOTECHNICAL REPORT\RENTON_GEOTECH_FINALDOC 17 GEOTECHNICAI REPORT FOR THE NE 10TH STREET/ANACORTES AVENUE NE STORMWATER SYSTEM IMPROVEMENT PROJECT In areas where consistent compaction is required but minor settlement can be tolerated, the ' soil should be placed at optimum moisture content and should be compacted to not less than 90 percent relative compaction.Organic soil and refuse should not be used in these areas,but otherwise the native soil can be used so long as it meets the placement moisture content criteria for compaction. 8.0 Limitations This report has been prepared for the exclusive use of the City of Renton and its consultants and contractors for specific application to the design and construction of the NE 10th ' Street/Anacortes Avenue NE Detention Pond Project,as described in this report.This report has been prepared in general accordance with the standard of geotechnical engineering practice applicable at the time of this work. No other warranty,express or implied,is made. The general soil descriptions,estimated soil properties,groundwater levels,and design recommendations presented in this report are based on the results of the subsurface exploration program conducted August 4,2000,and of the groundwater monitoring program conducted from September 2000 through April 2001. The data from the borings indicate subsurface conditions at specific locations and times and only to the depths penetrated. They do not necessarily reflect strata and groundwater variations that might exist between such locations. The passage of time might also result in a change in subsurface conditions. If subsurface conditions different from those described in this report are encountered during subsequent explorations or construction, the information in this report should be reevaluated. Geotechnical recommendations and conclusions presented in this report were developed during the design phase of the project. As design concepts are finalized,a CH2M HILL geotechnical engineer should review the proposed design to verify that the conclusions and ' recommendations in this report are still applicable. If appropriate, the report should be modified or verified in writing to reflect the final design changes. CH2M HILL is not responsible for any claims,damages,or liability associated with interpretation of subsurface data without express written authorization of CH2M HILL. 9.0 References CH2M HILL. 1997.NE 10th Street/Anacortes Avenue NE Storm System Improvement, Geotechnical Report. Prepared for City of Renton,April. Luzier,J.E. 1969. Geology and Groundwater Resources of Southwestern King County, Washington. Water Supply Bulletin No. 28,Washington State Department of Water Resources,in Conjunction with the Unites States Geological Survey. RSP/EQE and Woodward-Clyde. 1996. Seismic Vulnerability Assessment,Vols. 1 and 2. Prepared for Tacoma Public Utilities. Snyder,D.E.,P.S. Gale,and R.F. Pringle. (1973). Soil Survey of King County Area, Washington. U.S. Department of Agriculture,Soil Conservation Service. November. SEA%SIMBA\PR0J\159867\GEOTECHNICAL REPORT\RENTON_GEOTECH_FINAL.DOC 18 x � Q O w � Q � L MO W cn E L O UL cz r� �r rr r ar rr �r r r r r r r r r rr rr r� �r APPENDIX A ' Subsurface Exploration A.1 The Standard Penetration Test The Standard Penetration Test (SPT) is performed by driving a standard split-barrel ' sampler 18 inches into undisturbed soil at the bottom of the borehole using a 140-pound guided hammer or ram,falling freely from a height of 30 inches. This test is conducted to obtain a measure of the resistance of the soil to penetration of the sampler and to retrieve a disturbed soil sample. The number of blows required to drive the sampler for three 6-inch intervals,for a total of 18 inches,are observed and recorded on the soil boring log. The sum of the number of blows required to drive the sampler the second and third 6-inch intervals ' is considered the Standard Penetration Resistance or the SPT blowcount,N. If the sampler is driven less than 18 inches,but more than 1 foot, the SPT blowcount is that for the last 1 foot of penetration. If less than a foot is penetrated, the number of blows and the fraction of ' 1 foot penetrated are recorded in the boring logs. The values of N provide a means for evaluating the relative density of granular(coarse- grained) soils and the consistency of cohesive(fine-grained)soils. Low N-values indicate soft or loose deposits,while high N-values are evidence of hard or dense materials. The criteria used for describing the relative density of coarse-grained soil and the consistency of fine-grained soils based on N-value are presented in Tables A.1 and A.2,respectively of this appendix. Field classification of the soil based on this criteria is incorporated in the boring logs presented in the following section. Table A.1 Relative Density of Coarse-Grained Soil (Developed from Sowers,1979) ' N Relative Field Test (blows/ft) Density 0-4 Very Loose Easily penetrated with 1/2-in. steel rod Pushed by hand 5-10 Loose Easily penetrated with 1/2-in.steel rod ' Pushed by hand 11-30 Medium Easily penetrated with 1/2-in.steel rod Driven with 5-1b hammer 31-50 Dense Penetrated a foot with 1/2-in.steel rod Driven with 5-lb hammer ' 50 Very Dense Penetrated only a few inches with 1/2-in. steel rod driven with 5-1b hammer Table A.2 Consistency of Fine-Grained Soil (Developed from Sowers,1979) N Consistency Field Test ' (blows/ft) <2 Very Soft Easily penetrated several inches by fist 2-4 Soft Easily penetrated several inches by thumb 5-8 Firm Can be penetrated several inches by thumb with moderate effort 9-15 Stiff Readily indented by thumb,but Penetrated only with great effort ' 16-30 Very Stiff Readily indented by thumbnail 30 Hard Indented with difficulty by thumbnail A.2 Test Boring Logs The logs for test borings are given in the following pages of this appendix. CH2M H I LL PROJECT NUMBER 159867.DP.03 BORING NUMBER B-1 Sheet:1 of 2 SOIL BORING LOG ' PROJECT Anacortes & 10th Ave. Detention Pond LOCATION North of Wetland Boundary ELEVATION 412.8 ft DRILLING CONTRACTOR Cascade Drilling, Inc. DRILLING METHOD AND EQUIPMENT HSA w/CME 75 Truck Rig WATER LEVELS See Comments START 8/4/2000 FINISH 8/4/2000 LOGGER J. Theodore SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION 3 c p 2' TEST RESULTS J I-L z SOIL NAME,USCS GROUP SYMBOL,COLOR, ' W W -i a DEPTH OF CASING,DRILLING m U Q ¢ W MOISTURE CONTENT,RELATIVE DENSITY OR =a ¢ m > CONSISTENCY,SOIL STRUCTURE, RATE,DRILLING FLUID LOSS, W g°-6°-6°(N) TESTS AND INSTRUMENTATION W? F ?a W MINERALOGY p rn ? z a¢ 0 Ground Surface SANDY SILT TO SILTY SAND Start @ 8:25 AM (ML TO SM);dark brown,slightly moist, Grass covered at the ground ' stiff/medium dense,scattered gravel,organic surface matter(roots). 5 SIEVE ANALYSIS(S-1A) 6.8 5.0 A:TOP 6":SILT W/SAND&GRAVEL,ML; ' S-1 17 18-30-50/5(80/11") 15%Gravel gray, moist, hard,scattered cobbles. 41%Sand (WEATHERED TILL) 44%Fines B: Bottom 11";SILTY SAND W/GRAVEL Moisture content=11% (SM);gray,slightly moist to moist,very dense, ' scattered cobbles.(TILL) 10 Less silty than S-1. 10.0 S-2 4 50/6" SILTY SAND W/GRAVEL(SM); 10.5 ( ) gray,slightly moist,very dense,estimated 10% to 20%fines.(TILL) ' 15 SPT hammer was bouncing 15.0 POOR RECOVERY and re-strikingafter 5 blows 1" 15.2 S 3 2 (50/2") SILTY SAND W/GRAVEL(SM);gray,slightly ( ) moist,very dense.(TILL) 20 Broken 1/2"gravel peices in 20.0 S-4 4 (50/4") SILTY SAND W/GRAVEL(SM); tip of split spoon. 20.3 same as above. 25 PROJECT NUMBER 159867.DP.03 BORING NUMBER B-1 CH2M H I LL Sheet:2 of 2 SOIL BORING LOG PROJECT Anacortes& 10th Detention Pond LOCATION North of Wetland Boundar y ELEVATION 412.8 ft DRILLING CONTRACTOR Cascade Drilling, Inc. DRILLING METHOD AND EQUIPMENT HSA w/CME75 Truck rig WATER LEVELS See Comments START 8/4/2000 FINISH 8/4/2000 LOGGER J.Theodore ' SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION 3:c p ? TEST RESULTS ' l Z } SOIL NAME,USCS GROUP SYMBOL,COLOR, w w a ¢ DEPTH OF CASING,DRILLING m y a m w MOISTURE CONTENT,RELATIVE DENSITY OR > w > RATE,DRILLING FLUID LOSS, CONSISTENCY,SOIL STRUCTURE, 0.¢ w 2 a v 6"6"6"(N) TESTS AND INSTRUMENTATION �.., MINERALOGY o((n ? z� ¢ ' 25.0 POORLY GRADED SAND W/SILT,SP-SM• SIEVE ANALYSIS(S-6) 25.8 S 5 8 23 50/4(50/4") brown,moist,very dense,scattered gravel,fine a 4/a Gravel to medium sand(OUTWASH). 88%Sand ' 8%Fines Moisture content=19% 30 Could hear water entering hole 30.0 POORLY GRADED SAND W/SILT(SP-SM)• at depth once augers removed. 31 S 6 12 50 50/6(50/6") tan-brown,wet,very dense,est. 10%silt p g ' (OUTWASH . BOH @ 31 ft. End of Boring Set Piezometer with: Screen:25 ft to 30 ft; Sand:23ft to 30 ft; Bentonite Plug above 23 ft. Set Piezometer in unlogged 35 hole approx.8 ft away from B-1. ' Screen: 10 ft to 15 ft; Sand:8 ft to 15 ft; Bentonite Plug above 8 ft. 40 45 50 PROJECT NUMBER 159867.DP.03 BORING NUMBER B-2 CH2MHILL Sheet:1 oft R SOIL BORING LOG PROJECT Anacortes & 10th Ave. Detention Pond LOCATION Southwest Corner of Lot ELEVATION 413.8 ft DRILLING CONTRACTOR Cascade Drilling, Inc. DRILLING METHOD AND EQUIPMENT HSA w/CME 75 Truck Rig WATER LEVELS See Comments START 8/4/2000 FINISH 8/4/2000 LOGGER J. Theodore SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION - 3:c o z TEST RESULTS j 4,- z y SOIL NAME,USCS GROUP SYMBOL COLOR, w w c o¢ DEPTH OF CASING,DRILLING m v ¢ oC w MOISTURE CONTENT,RELATIVE DENSITY OR w > CONSISTENCY,SOIL STRUCTURE, RATE,DRILLING FLUID LOSS, ~a¢ w M it M a U 6'-6"-6"(N) MINERALOGY TESTS AND INSTRUMENTATION w D ►- w oa) z z� Cr 0 Ground Surface SANDY SILT TO SILTY SAND Start Drilling at 10 AM. (ML TO SM);dark brown,slightly moist, Grass coverd at the ground stiff/medium dense,scattered gravel,organic surface. matter(roots). Contact @ approximately 2 ft. 2.5 S-1 4 7-25-5/50(75/11") SILTY-SAND(SM); 3.9 gray-rust mottled,slightly moist,very dense, scattered gravel and cobbles.(WEATHERED Contact @ approximatley 4 ft. TILL) 5 - SIEVE ANALYSIS(S-2) 5.0 S 2 18 15 26 50/6(50/6 SILTY SAND W/GRAVEL.SM; ") 19%Gravel 6.5 gray with black,green and pink(broken)gravel, %Sand slightly moist,very dense. (TILL) 46 46%Fines Moisture content=9% 10.0 SILTY SAND W/GRAVEL(SM); 10 10.8 S 3 7 32 50/3(50/3") gray,slightly moist,very dense.(TILL) 15 Sample S-4 did not appear 15.0 SILTY SAND(SM); to be Till. 16.5 S 4 18 8 18 30(48) gray-tan,moist,dense,fine sand. Driller noted different material - at 15 ft. 20 1-inch gravel peice in split 20.0 S-5 1 (50/6") VERY POOR RECOVERY spoon tip-SPT blow count 20.5 SILTY SAND W/GRAVEL(SM);gray, moist, potentially misleading. very dense. Increased rig chatter and more gravel in trimmings at 23 ft. 25 CH2M H I LL PROJECT NUMBER 159867.DP.03 BORING NUMBER B-2 Sheet:2 of 2 SOIL BORING LOG PROJECT Anacortes& 10th Detention Pond LOCATION Southwest Corner of Lot ELEVATION 413.8 ft DRILLING CONTRACTOR Cascade Drilling, Inc. DRILLING METHOD AND EQUIPMENT HSA w/CME75 Truck rig WATER LEVELS See Comments START 8/4/2000 FINISH 8/4/2000 LOGGER J. Theodore SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION ?i C ? TEST RESULTS IL` zQ SOIL NAME,USCS GROUP SYMBOL,COLOR, DEPTH OF CASING,DRILLING m V Q � Cr MOISTURE CONTENT,RELATIVE DENSITY OR w > RATE,DRILLING FLUID LOSS, LL ¢ m W O CONSISTENCY,SOIL STRUCTURE, TESTS AND INSTRUMENTATION a.¢ W M n. U 6 6 (N) MINERALOGY w= � w ocn ? z� ¢ 25.0 SILTY SAND W/GRAVEL(SM); 25.5 S 6 6 (50/6") gray,slightly moist,very dense.(TILL). �j 30 30.0 POORLY GRADED SAND W/SILT(SP-SM); 30.8 S 7 8 30 50/3(50/3") tan-gray, moist,very dense,fine to medium sand,interbedded silty sand layers (OUTWASH). 35 35.0 A:TOP 2";POORLY GRADED GRAVEL WITH S-8 8 19 50/6(50/6") 36.0 SAND TO POORLY GRADED SAND W/GRAVEL(SP TO GP);brown,wet to moist, very dense,coarse sand. B: MIDDLE 1"; SILTY SAND(SM); tan,moist,very dense,fine sand. C: BOTTOM 5";POORLY GRADED SAND TO POORLY GRADED SAND W/SILT(SP TO 40 SP-SM ;black,moist,ve dense. OUTWASH 40.0 S9 15 18 4 SILTY SAND(SM); - -37- 0(77) 41.5 tan,wet,very dense,fine sand. Groundwater table @ 41 ft(7) End of Boring BOH @ 41.5 FT Sample S-9 had 7"of slough in top of spoon. Well graded sand(SW);black,moist,fine to medium sand. (OUTWASH) 45 50 1 PROJECT NUMBER BORING NUMBER CH2MHILL 159867 B-1 SHEET 1 OF 1 PIEZOMETNER COMPLETION DIAGRAM PROJECT:NE 1 Oth Street/Anacortes Avenue NE Stormwater System Improvement LOCATION: Near pond center ELEVATION:412.81 ft DRILLING CONTRACTOR__Cascade Drilling DRILLING METHOD AND EQUIPMENT USED:CME 75 Truck Mounted Rig w/Hollow Stem Auger WATER LEVELS:Not measured START: 8/4/2000 END:8/4/2000 LOGGER: J.Theodore 3� 2 2a � 1\ 1-Ground elevation at well 412.e1 reel 3a 2-Top of casing elevation 416.05 feet a)vent hole? N/A 3b 3-Wellhead protection cover type None a)weep hole? WA 5.0' b)concrete pad dimensions WA 23.0' 4- Diameter/type of well casing 1'Schedule 40 PVC with field slots 24.2' 5-Type/slot size of screen Field slots 7 30.0' 4_ 6-Type screen filter a)Quantity used Sand;2 bags 7-Type of seal a)Quantity used Benonite Chips to near surface;10 bags 5 8- Grout a)Grout mix used WA-soil cover over bentonite seal b)Method of placement WA c)Quantity of well casing grou WA 5.0' 6 Development method Inside Augers Development time 1 hour Estimated purge volume 1-2 gallons Comments See Boring Log B-1 for soil Stratigraphy W ellCompletionLogB-1.xls PROJECT NUMBER I BORING NUMBER CH2M H I LL 159867 B-1 A SHEET 1 OF 1 PIEZOMETER COMPLETION DIAGRAM PROJECT:NE 10th Street/Anacortes Avenue NE Stormwater System Improvement LOCATION:,South end of pond - --- —- -- -- - ---------ELEVATION: --- 413.09 If DRILLING CONTRACTOR Cascade Drillina DRILLING METHOD AND EQUIPMENT USED:CME 75 Truck Mounted Rig w/Hollow Stem AugerWATER -- LEVELS:Not measured START: 8/4/2000 END:8/4/2000 LOGGER: J-Theodore 3� 2 2a 1\3a 1-Ground elevation at well 413.09 feet � 2-Top of casing elevation 414.99 feet a)vent hole? WA 3b 3-Wellhead protection cover type None a)weep hole? WA 3.0' b)concrete pad dimensions WA 8.0' 4- Diameter/type of well casing 1'Schedule 40 PVC with field slots 8.7' 7 5-Type/slot size of screen Field slots 15.0' 4_ 6 Type screen filter a)Quantity used Sand;2 bags 7-Type of seal a)Quantity used Benonite Chips to near surface 5 bags 5 8-Grout a)Grout mix used WA-soil cover over bentonite seal b)Method of placement WA c)Quantity of well casing grow WA 5.0' 6 Development method Inside Augers Development time 1/2 hour Estimated purge volume 1 gallon Comments See Boring Log B-1 for sod Stratigraphy 0.T WellCompleflont-ogB-I A.As Q � w � a � d cr F— LM 0 cc L 0 � J APPENDIX B rLaboratory Testing Program Laboratory testing was performed by GeoEngineers, Inc. The laboratory tests performed included natural moisture content,grain size analyses,percent passing sieve No. 200, modified proctor compaction test and laboratory visual classification. The results of the laboratory tests are included in this appendix and are summarized in Table 2 of this geotechnical memorandum. The test results are also incorporated in the logs of test pits that are contained in Appendix A of this geotechnical memorandum. Brief descriptions of the various laboratory tests follow. B.1 Natural Moisture Content Test The natural moisture content test determines the weight of water contained in a given weight of soil. The results are usually presented as the weight of water divided by the weight of dry solids,expressed as a percentage. Moisture content(along with unit weight and specific gravity of solids)provides the basis for determining the phase relationships of a soil and may be useful in estimating soil consistency,compressibility,and strength. Natural moisture content was determined in general accordance with ASTM D 2216. B.2 Grain Size Analyses Grain size analyses were conducted in general accordance with ASTM D 422,Standard Method for Particle Size Analysis of Soils. The lab procedure includes(a)mechanical sieve analysis for samples estimated to contain less than 50 percent fines(material passing the No. 200 sieve),and (b)combined (sieve and hydrometer) analysis for samples estimated to have at least 50 percent fines content. The sieve analysis consists of shaking soil through a stack of progressively smaller opening screens,each with known opening size and determining the portion(by weight) of particles retained on each sieve. The hydrometer analysis is based on Stoke's law for the velocity of a freely falling sphere. The method involves determining the settling rate of soil particles by measuring the density of the soil water solution,and calculating the particle size in suspension at particular time intervals. B.3 Visual Description The visual description of soils allows convenient and consistent comparison of soils using a standard method for describing the soil. The use of this method of classification provides a basis for comparison of soils from widespread geographic areas. Visual classification of soils was performed in general accordance with ASTM D 2488. B.4 Soil Classification Systems Soil classification systems attempt to group soil with similar engineering behavior based on index tests. A number of classification systems have been developed,usually for a specific application. The system most generally accepted for a wide range of engineering application is the Unified Soil Classification System(USCS). Soil classification systems generally use index test methods (particle size analysis and Atterberg limits) to permit rational grouping of the soil. Laboratory classification of soil was performed in general accordance with ASTM D 2487. The results were used to correct some of the visual classifications contained in the boring g PP logs of Appendix A. The corrected USCS classifications can be identified from the boring logs as those not enclosed in parenthesis. 0 00 G.> 475"71-00 JRS'JVJIVJ e1 OM(Steve.ppt) o US.STANDARD SEEVESIZE 3" 1.5" 3f4" 3/S" #4 #10 920 #A #60 #100 *200 100 o � m a u, 7a 60 . o 0 10 �, N 0 1000 100 10 1 0.1 0.01 0.001 n GRAN SIZE N MLLP&7ERS 1 C N y X T X COBBLES GRAVEL SAND MT OR CL AY COARSE FITIE COARSE MEDIUM FIN$ C � r SYMBOL BORING DEPTH(1) SOIL CLASSIFiCATtON NUMBER B-1,5-1 a 5.0' Siky fts sand(SM) 3 0' Flrx to msdlum sand vrtttl ad(SP-SM) B-2,S-2 5.0 silty fine sand vMh fine grave*(SM) 0 0 08/31/00 THU 11:10 FAA 425 861 6050 GEO ENGINEERS CHM HILL IA 004 Particle Size Analysis Worksheet Job Name: Renton Detention Pond Job No: 47SM71-00 ' Date: 8/24/00 Tested By: KJB/Jake Boring No: B-1 Sample No: SAA Depth: 5.0' Soil Description: (SM) Moisture Content -200 Wash Pan# B-10 Pan# B-10 Pan+ Wet Soil 439.31 " Pan+ Wet Soll (Before 404.48 Pan+ Dry Soil 4134.48 " Pan + D Solt(Afteo 268.49 Moisture Coss 34.83 -200 From Wash 135.99 ' Pan Wt. 85.26 " Pan Wt, 85.26 Pa Soil M. 319.22 Dry Soil WL 319.22 Moisture Content 10.9 %of-200 42.6 Total Washed Soil Wt: 183.23 Sieve Analysis Fractional Sample Total Sam le Summary Sieve Accum.Wt. Accum.Wt. Sieve Size Retained Retained % Retained % Passing Size % Passin 3.0" 0.00 0.0 100.0 3.0" 100.0 1.5" """"""•" _0.90 0.0 100.0 1.5" 100.0 3/4" ""k"' 0.00 0.0 100.0 3/4" 100.0 318" """"""""" 27.26 8.5 91.5 3/8" 91.5 #4 """"""'""""" 46.58 14.6 85.4 #4 85.4 #10 9.07 64.75 20.3 79.7 #10 79.7 #20 15.85 78.34 24.5 75.5 #20 75.5 #40 24.93 96.53 30.2 69.8 #40 69.8 #60 36,59 119.89 37.8 62.4 #60 62.4 #100 48.41 143.58 45.0 55.0 #100 55.0 #200 65.28 177.38 55.8 44.4 1 9200 1 44.4 Pan 68.20 183.23 Classification Data Descri tion ) Total Gravel Coarse 0.0 Fine 14.6 Sand Coarse 5.7 Medium 10.0 Fine 25.3 -200 44.4 Soil Classification: Silty fine sand (SM) 08/31/00 THU 11:10 FAX 425 861 6050 GEO ENGINEERS CHM HILL Z 005 Partiele Size Analysis Worksheet Job Name: Renton Detention Pond Job No: 4759-071-00 Date: 8/24/00 Tested By: KJB/Jake Boring No: 8-1 Sample No: S-6 Depth: 30.0' Soil Description: (SM) Moisture Content .200 Wash Pan# B-2 Pan S B-2 Pan+Wet Soil 349.45 Pan+Wet Soil efor 306.61 Pan+ Dry Soil 306.81 Pan+Dry Soil (Afteo 289.48 • Moisture Loss 42.64 -200 From Wash 17.33 Pon Wt. 84.67 Pan Wt. 84.67 Dry Soil Wt. 222.14 Dry Soil Wt, 222.14 Moisture Content 19.2 %of-200 7.8 Total Washed Soil Wt: 204.81 Sieve Analysis Fractional Sample Total Sam le Summa Sieve Accum. Wt. Accum, Wt. Sieve Size Retained Retained Retaine % Passing Size % Passing 3.0" """"""""""" 0.00 0.0 100.0 3.0" 100.0 1.5" *""""''"""""" 0.00 0.0 100.0 1.5' 100.0 3/4' "**'""""""" 0.00 0.0 100.0 V4' 100.0 3/8" " ""'"" 1.72 0.8 99.2 3/8" 99.2 #4 *""""""""*" 6.62 3.9 96.1 #4 96.1 #10 1.87 18.23 7.3 92.7 #10 92.7 #20 3.34 22.21 10.0 90.0 #20 9010 #40 11.63 55.94 25.2 74.8 #40 74.8 #60 32.27 139.92 63.0 37.0 #60 37.0 #100 43.44 185.36 83.4 16.6 #100 16.6 #200 47.99 203.87 91.8 8.2 #200 8.2 Pan 48.22 204.81 Classification Data LOescri ion % Total Gravel Coarse 0.0 Fine 3.9 Sand Coarse 3.4 Medium 17.9 Fine 65.6 -200 8.2 Soil Classification: Fine to medium sand with silt (SP-SM) 08/31/00 THU 11:10 FAX 425 861 6050 GEO ENGINEERS CHM HILL 14 006 Particle Size Analysis Worksheet Job Name: Renton Detention Pond Job No: 4759-071-00 tDate; W4100 Tested By: KJB/Jake Boring No: B-2 Sample No: S-2 Depth: 5.01 Soil Description: (SM) Moisture Content -200 Wash Pan# B4 Pan# B.4 Pan + Wet Soil 579.88 " Pan + Wet Soil Before 537.72 Pan + D Soil 537.72 * Pan+p Soil Afte 387.78 " Moisture Loss 42.16 -200 From Wash 149.94 Pan Wt. 84.28 ` Pan Wt. 84.28 Dry Soil Wt. 453.44 Dry Soil Wt. .j 453.44 Moisture Content 9.3 % of-200 33.1 Total Washed Soil Wt: 303.50 Sieve Analysis Fractional Sam le Total Sam a mary Sieve Accum.Wt. Accum. Wt. Sieve Size Retained Retained % Retained % Passing Size %Passing 3.0" AM 0.0 100,0 3.0" 100.0 1.5" ****"*"*"* 0.00 0.0 100.0 1.5" 100,0 ' 314" "" '""""" 17.55 3.9 96.1 314" 98.1 318" *'**""**' 54.11 11.9 88.1 318" 88.1 #4 '""` 86.60 19.1 80.9 #4 80.9 1110 6.25 116.68 25.7 74.3 #10 74.3 #20 12.83 148.38 32.7 67.3 #20 67.3 #40 20.22 183.93 40.6 59.4 #40 59.4 #60 28.79 225.18 49.7 50.3 #60 50.3 #100 35.6-(F 259.79 57.3 42.7 #100 42.7 #200 43.57 1 295.331 65.4 34.6 #200 34.0 Pan 45.06 303.50 Classification Data Descri ion %Total Gravel Coarse 3.9 Fine 15.2 Sand Coarse 6.6 Medium 14.8 Fine 2 4.8 -200 34.8 Soil Classification: Silty fine sand with fine gravel (SM) j 1 Q E � w .- O� E _O - C W _ E v � �— W = Z V � Q O � � o U cv c y O An Q� o L � Z � r �r �r �r � r �w it +� �■�► r � r r� r� � �r � / _._.. Q LLI 00 w CITY OF N RENTON ' NE DUVALL DUVALL ' - --- ,AVE NE CORPORATE LIMITS 9 ( t I i V) KING COUNTY KING _. COUNTY 43( :I --- 420% - { 55� ` _ANACORTES AVE NE i uo S30" AVE NE 968 DRAIN -- IR CTI •REON 400 �- ---- -- - -- _..--- ----�` .CB "23--- _ 3 —_ a 9 \� a WHITMAN CT NE r a1o�"'.';WHITMAN CT -- 'NE -_.... _ 0 100 '200 300 MLJm — Scale In Feet _ U) roll o VASHON AVE N.E. 10TH STREET/ANACORTES AVE. N•E.h CITY of STORM SYSTEM IMPROVEMENT PROJECT _ RENTON Figure" =® BORE HO�E LOCATIONS w .......... ._ ..................... ........ __................ ....._.. .... ..._.... . : ......... . .....a40.. . - - - (, _ �> LJJ - 440 J ......... _ ...... NE tOT STREET:. . v H a N ; EXISTING LL_ _ Z GROUND I a3o .........:.........:......... . ....:__.........................:...T_...."'_...:..._....:.........:........... .- ------ ------. :............. W v; N i Z Z 4 - - '' NE 107H STREET :w _=' WHI7MAN C NE 11TH STREET aVACORT S AVE N 1 ...... _ NE: TI - E7(IS NG �-- GROUND M 1 _ ....... 10 r. ........ ... - .................. WHITMAN CT N: :a 30,.... _30" 30" 30" __ 8 18" a :cri 30" _ 30 } 400 EXISTING m tmi 0^ GROUND v...: ............... - ........_ _.........:.........:........ ........:.......... • �.. :.�. B-6: : :B-4 8..7. . - a _ •• 6 _ - 35'''� !.. : :.-......6-2......:.........: ........ :....g_3..........:..... ....:.........:.........:......... ...... .......:.........:.........:.......... B-1 B-9 x380 ..........:...................:......... ......•. .........:.........:......... ........:...- [ : $ : : :........:.... ... .............. .. . . ......... .. ........ ....:... ... .... ..... .. .. ..... ........ 0.00 1.00 2.00 3.00 4-00 5-00 6.00 7-00 8-00 9-00 10.00 11.00 12.00 13.00 14.00 15.00 16-00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25-00 26-00 27.00 28.00 29.00 e STORM SEWER TRUNK A ....430.1................... .. I..... ...........i........ .....4.I0...................... I NE 10TH ST I AN T ' I : 420 : CT N I : ....4.20:.........:..•... �......... .........:..N..... ... .'i' 1 NE 10TH PLACE - t in EXISTING EXISTING : :' i S GROUND GROUND m '? q ousE oRaN 410:...... 1 ,.410 400 �� � 400 - :B-4 = B-5 : 390............................................. 390: - - .. 0.00 1t"00 2'00 3t00 4�00 . . 5.00 0.00 1.00 2.00 3.00 STORM SEWER LATERAL C STORM SEWER LATERAL B P RoPmE$ Do NbT 540W ®- N.E. LOTH STREETIMPROV IMPROVEMENT AVE. N.E. -'' � STORM SYSTEM IMPROVEMENT PROJECT OMG��TE ACTUAL DEPTHS (� �iS A0R1,VG$ . "� CITY OF "a RENTON Figure 2 •�•139198.ia Planning/Building/ BORE HOLE LOCATIONS Public Works oeo1. PRCIFII FC "oa_ PROJECT NUMBER [BORING NUMBER SHEET I OF 1 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT -LOCATIONWHITMAN CT. NE/SUNSET BOULEVARD RENT ON. ON, ELEVATION 394.01 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EOUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS SEE READINGS FOR P-I START 02/5/97 FINISH 02/5/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS o u PENETRATION ION W W a REEST RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, L3 > a W MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE x a cr W > 6'-6' -6' OR CONSISTENCY, SOIL STRUCTURE,CC GRILLING FLUID LOSS W D z } m o (N) MINERALOGY TESTS AND INSTRUMENTATION o cn r- z ¢ Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of Whitman Ct. NE and 1.0 underlain by 6 inches to 8 inches thick Sunset Boulevard. SILTY GRAVEL (GM) base course. Used post hole digger to dig the upper 5 feet. �ORLY- RAD n AND WITH I T C2RAVFL. AND CORRI Fc (Sp-SM), Water Content = 3 % 861 N/A HANG DUG brownish gray, moist, medium dense, with (N/A) 4- to 5-inch cobbles (FILL). 3,0 POORLY-GRADED RAVFI WITH SIT Hit native material at about 3 feet. BG2 N/A HAND DUG SAND. AND CORRI FS. GP-GM, reddish PERCENT PASSIN0 SIEVE # 00: (N/A) brown, moist, dense, 4- to 6-inch cobbles, Silt Content = 7 % 4.0 fine to coarse gravel, medium to fine Water Content = 11 sand. 5.0 5.0 ------ Big pieces of cobbles to 5 feet WEI I -GRAD D SAND WITH SI T AND according to driller. S3 0.9 29-50/6" C28AVFL to SU TY SANQ SW-SM/SM, brown --PERCENT PA SIN I VF #200: 6.0 (50/6") to gray/brown, moist to very moist, very Silt Content = 7 % dense, predominantly medium to coarse Water Content = 12 % sand, fine to medium gravel, slightly mottled. 7.5 Relatively smooth drilling from about 5 POORLY-GRAD n SAND SP, brown to feet to 10 feet. gray/brown, wet, predominantly fine to ANALYSTS, 9-12-20 medium sand, medium dense to dense, Gravel = 6 % S4 1.5 (32) zones of isolated mottling. Sand = 80 % Silt = 14 % 1 9.0 Water Content = 22 % 10.0 10.0 POOR Y- QRAD D SAND SP, as above. Smooth drilling. S5 1.5 11-15-25 Water Content = 24 % (40) 11.5 BOTTOM OF TEST BORING AT 11.5 feet. nstalled a groundwater observation we at 10 feet. The well consists of a 4-feet long perforated (]-inch diameter) PVC connected to 1-inch diameter PVC riser pipe. About 5 fF sand was used to backfill the hole around the PVC pipe. Bentonite c was used above the sand to abo feet bgs. Installed flush monum quick-setting concrete above bentornte chips. - PROJECT NUMBER BORING NUMBER 139198.T3.31 B-2 SHEET 1 OF 2 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT NE Ilth STREET/WHITMA LOCATION N CT. NE. RENTON, WA ELEVATION 411.49 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 KLS LOGGER SAMPLE 3F- STANDARD SOIL DESCRIPTION o PENETRATION COMMENTS TEST m� a cc RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, c� W DEPTH OF CASING, DRILLING RATE =a Cr w � MOISTURE CONTENT, RELATIVE DENSITY �¢ w wm 0 6" -6- -6" OR CONSISTENCY, SOIL STRUCTURE, ORILLING FLUID LOSS W=) Z �z W (N) MINERALOGY TESTS AND INSTRUMENTATION Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of Whitman Ct. NE and NE underlain by 8 to 12 inches.thick SILTY llth Street. GRAVEL (GM) base course. Used post hole digger to dig the upper 5 feet. Relatively easy hand digging. Hit gray/brown, more silty material, 2.5 mottled and weathered with very fine SILTY SANG to SANDY SII T (SM/ML), sand. brown, slightly moist, loose to medium BGI N/A HAND DUG dense, fine to medium sand. Water Content = 42 % (N/A) 4.0 5.0 5.0 Top 2 inches: SILTY SAND to SANDY S11 T (SM/ML), as S2 0.9 13-18-21 above. (39) Bottom 9 inches: STY GRAVE WITH SAND GM, gray to P R NT PASSIN I vF # 00: 6.5 gray/brown, moist, dense, mottled, 2-inch Silt Content = 22 % minus gravel, fine to coarse gravel, fine Water Content = 10 % sand. 7.5 S3 0.3 36-50/4" POOR RECOVERY: SILTY GRAY I (GM) at GM is moist as in S2. Broken pieces of top I inch. Broken pieces of gray and rocks are dr 8.3 (50/4") angular rocky.bottom 2 inches. y' 10.0 10.0 10.4 S4 0.2 50/S" POOR RECOVERY: STY SAND WITH Rough drilling. Driller feels like there's a AV (SM), gray, moist, very dense, fairly good amount of cobbles/rocks. fine gravel. i5.0 t — PROJECT NUMBER BORING NUMBER 139198.T3.31 ©-2 SHEET 2 OF 2 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION N E 11 th STREET/WHITMAN CT. NE, RENTON, WA ELEVATION 411.49 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS ' SAMPLE COMMENTS 3� STANDARD SOIL DESCRIPTION ov_ PENETRATION J TEST my a zz ir RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, <w � MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, ORILLING RATE a DRILLING FLUID LOSS �� w m w o 6' -6' -6' OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION o u) w� z �� w (N) MINERALOGY 5 oQ f z cc S5 0.3 50/5 POOR RECOVERY: SILTY SAND (SM), as Isolated mottling in S2 through S5. above, in top 2 inches. Water Content = 6 % Bottom 2 inches are broken�ry of granitic rocks, light gray to , 2-inch minus rocks. estore road surface using Black Top BOTTOM OF TEST BORING AT 15.4 feet. patch (Asphalt). 20.0 - ' 25.0 — - PROJECT NUMBER BORING NUMBER 139198.T3.31 8-3 SHEET ! OF 2 ' SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE Ilth St./ANACORTES AVE. NE, RENTON, WA ' ELEVATION 416.02 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 0214197 FINISH 02/4/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ou~ PEN TEST ION m� a � RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, ~� Cr aw > MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE ' CL w wm o 6--6' -6" OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS w= a� o z w (N) MINERALOGY TESTS AND INSTRUMENTATION v� r Z Test boring is located along NE 11th 1 2-inch Asphalt Concrete (AC) Pavement Street and west of the Anacortes underlain by 12 inches SILTY GRAVEL (GM) Avenue NE intersection. base course. Used post hole digger to dig the upper 5 feet. Hit dense to very dense silty gravel (GM), probably TILL, at 1.5 feet. ----Very rough and difficult post hole SILTY GRAVFl WITH SANn (GM), brown, digging. moist, very dense. 5.0 5.0 ' SILTY SAND SM, gray, slightly moist, very P R . NT PA SING SIFVF #2M S1 0.8 37-50/3" dense, fine to medium sand, trace of fine Silt Content = 28 % 5.8 (50/3") to medium gravel (TILL). Water Content = 7 % Rough drilling. 7.5 8.0 S2 0.5 50/61, S TY SAND WITH GRAV I (SM), gray, 50 6" slightly moist, very dense, cemented, approximately 30 percent of minus 2-inch Water Content = 7 % gravel (TILL). Rough drilling. Silty Gravel with Sand in hole cuttings. 10.0 10.0 10.4 S3 0.4 50/51, SILTY SAND WITH GRAVFI (SM), gray, Water Content = 7 % slightly moist, very dense, with broken pieces of granitic rock, cemented (TILL). Rough drilling. SPT sampler scraped a little bit on the sides, probably due to sharp rock edges. I - PROJECT NUMBER BORING NUMBER - 139198.T3.31 8-3 SHEET 2 OF 2 - SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th St./ANACORTES AVE. NE, RENTON, WA, ELEVATION 416.02 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON ' DRILLING METHOD AND EQUIPMENT 4" IO HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 0214197 LOGGER KLS 3;- SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION �� r TEST ww a cr RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, 0°� > a� w MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE ' Cr wm O 6'-6' -6" OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS o� ? rr-z ¢ (N) MINERALOGY TESTS AND INSTRUMENTATION S4 0.3 50/4" POOR RECOVERY: SILTY SAND WITH Rough and slow drilling. Broken pieces GRAVEL• (SM), as above, with broken of dark gray rocks at sampler tip. ' pieces of dark gray rocks. Water Content = 6 % BOTTOM OF TEST BORING AT 15.3 feet. estore road surface using Black Top patch (Asphalt). 20.0 -a 1 25.0 i 1 1 1 � - PROJECT NUMBER BORING NUMBER - 139198.T3.31 B-4 SHEET I OF 1 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th PI./Anacortes Ave. NE, RENTON, WA ELEVATION 409.81 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW,WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS ' SAMPLE STANDARD SOIL DESCRIPTION COMMENTS o PEN TEST TRATION ww a o x RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, my > aor '� MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE =a w wm o OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ' oD �Z ui 6. (N) -6. MINERALOGY TESTS AND INSTRUMENTATION LL Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of NE 10th Place and ' underlain by 6 inches to 8 inches thick Anacortes Avenue NE. SILTY GRAVEL (GM) base course. Used post hole digger to dig the upper 5 feet. BG1 was sampled from hand-dug hole 2.5 using a post hole digger. SILTY GRAVEL WITH SAND AND COBBLES GRAIN SIZE ANALYSIS: GM, brown, moist to dry, very dense, up to Gravel = 43 % BG1 N/A HAND DUG 3-inch to 4-inch cobbles, fine to coarse Sand= 39 % (N/A) gravel, fine to coarse sand. Silt = 18 % Water Content = 7 % 4.0 5.0 5.0 ' 39-50/3" SILTY SAND. (SM), gray, slightly moist, Very rough and difficult drilling. Driller S2 0.8 very dense, slightly cemented, with feels like drilling into a zone with some 5.8 (50/3") occasional fine gravel, fine to coarse rocks. sand. Water Content = 12 % 7.5 ' 7.8 S3 0.3 50/4" SILTY SAND to SANDY SIT (SM/ML), Rough drilling. gray, slightly moist, very dense, slightly Field Estimate: cemented, with some fine gravel. Silt = 40 to 50 % Gravel < 10 % ' 10.0 10.0 S4 0.5 50/6" SILTY SAND. (SM), gray, slightly moist, Rough drilling. i0.5 50 6' very dense, cemented, with fine gravel, Water Content = 8 % fine to coarse sand. KG ield Estimate: BOTTOM OF TEST BORING AT 10.5 feet. ilt = 40 0 50 ravel < 10 % estore road surface using Black Too Patch (asphalt). PROJECT NUMBER BORING NUMBER ® 139198.T3.31 3-5 SHEET I OF 1 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT NE 10th PI./Anacortes Ct. NE RENTON W LOCATION A ELEVATION 411.64 feel DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS ' o; SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PEN TEST ION J" my a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE > a� w MOISTURE CONTENT, RELATIVE DENSITY �UL w W03 '0 6"-6' -6" OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ' wor=n Z �z W (N) MINERALOGY TESTS AND INSTRUMENTATION Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement. intersection of NE IOth Place and 12 inches thick SILTY GRAVEL (GM), dark Anacortes Ct. NE. gray, slightly moist to dry. Used post hole digger to dig the upper 5 12 inches POORLY-GRADED SAND WITH feet. SILT to POORLY-GRADED SAND (SP-SM/SP), brown, moist. 2.5 SILTY SAND (SM), brown, moist, loose to Sample HI is mixed with the overlying SP medium dense, mottled and weathered, fine to SP-SM. H1 N/A HAND DUG to coarse sand. --'-water Content = 14 % (N/A) 4.0 5.0 5.0 - SILTY SAND WITH GRAV ` (5M), gray, - - very moist, very dense, mottled at upper 4 inches to 6 inches, grades to SILTY_ Water Content = 11 % S2 1.3 34-25-38 QBAVEL WITH SAND (GM) and to SANDY (63) SILT WITH GRAVFI (ML) towards the 6.5 bottom. 7.5 STY SAND WITH GRAV (SM), gray, Loose at top 4 inches of sample. Very very moist, wet on the sides, very dense dense at bottom 10 inches. 12-30-50 at bottom 10 inches, approximately 30 to Minus 1.5-inch gravel at tip of sampler. S3 1.2 (80) 40 percent silt, up to 20 percent gravel, fine to coarse sand. ' 9.0 Water Content = 10 % 10.0 10.0 Top 4 inches: WFI I -GRAD D SaNn wtTu cn T AND 36-19-47 RAV (SW-SM), gray, very moist, dense Water Content = 16 % S4 I.5 (66) to medium dense. ' Middle 3 inches: 11.5 SILTY GRAVFI WITH SAND, (GM), gray, wet, loose to very loose. Bottom 11 inches: SILTY SAND WITH GRAVEL (SM), gray, ' moist, very dense, grades to SANDY SILT Restore road surface using Black Top (ML), gray, moist, hard, till-like material. patch (Asphalt). BOTTOM OF TEST BORING AT 11.5 feet. - PROJECT NUMBER BORING NUMBER 139198.T3.31 8-6 ® SHEET 1 OF 2 - SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE Ilth St./ANACORTES AVE. NE, RENTON, WA. ELEVATION 413.58 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON ' DRILLING METHOD AND EQUIPMENT 4" IO HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS ' aP SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION '.j ? TEST cow c o RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, y > a� w MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE GRILLING FLUID LOSS r-=LL w wm o 6'-6' -6' OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION o� �z (N) MINERALOGY Test boring is located along Anacortes 2-inch Asphalt Concrete (AC) Pavement Avenue NE and south of NE 11th Street underlain by 8 to 12 inches SILTY GRAVEL intersection. (GM) base course, dry. Used post hole digger to dig the upper 5 feet. Very rough digging. 2.5 SILTY SAND WITH GRAVF1 AND COBBLES Water Content = 10 % (SM), brown, moist to slightly moist, dense HAND DUG to very dense, fine to coarse sand. H1 N/A (N/A) Very tight digging from 3.5 feet due to 4.0 big rocks/cobbles. 5.0. _ 5.0 SILTY SAND WITH GRAVEL. SM, PERCENT PASSING SIEVE #200: gray/brown, slightly moist, grades to moist Silt Content = 30 % with depth, very dense, slightly mottled, - S2 0.8 14-24-37 minus 1.5-inch gravel, up to 20 percent Water Content = 11 % (61) gravel, fine to coarse gravel, fine to coarse sand. 6.5 Rough drilling. Very cobbly. ' 10.0 10.0 POOR RECOVERY: SILTY SAND WITH Relatively smoother drilling, but the S3 0.3 29-50/2" GRAVEL (SM), as above, with broken driller feels like the soil is still very 10.7 (50/2") pieces of gravel - minus 1.5-inch dense. diameter. Water Content = 9 % 15.�j - PROJECT NUMBER BORING NUMBER 139198.T3.31 B-6 SHEET 2 OF 2 - SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE Ilth St./ANACORTES AVE. NE, RENTON. WA. ELEVATION 413.58 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS a;:� SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION _j TEST mw a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, > a� 'L MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, GRILLING RATE rz-LL w wm o 6'-6' -6' OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS wD z �D w (N) MINERALOGY TESTS AND INSTRUMENTATION 0(n z F z Cr 15.0 S4 0.3 50/6" POOR RECOVERY: SILTY SAND WITH Water Content = 6 % 15.5 0 AV (SM), as above, with broken pieces of granitic rocks, - minus 1.5-inch size. BOTTOM OF TEST BORING AT 15.5 feet. estore road surface using Black Top patch (Asphalt). 20.0 25.0 - _ PROJECT NUMBER BORING NUMBER ® 139198.T3.31 B-� SHEET 1 OF 1 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th Street/Anacortes Ave. NE, RENTON, WA ELEVATION 410.32 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" IO HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS 3:1,- SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION �� r TEST mW a a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, GRILLING RATE =a � aw W MOISTURE CONTENT, RELATIVE DENSITY pRILLING FLUID LOSS t-W W Wm 0 6•_6 _6• OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w= Z r� W (N) MINERALOGY 0 cn � z Test boring is located near the 0 - 3 inches: Asphalt Concrete (AC) intersection of NE 10th Street and Pavement Anacortes Avenue NE intersection. 3 - 21 inches. ORGANIC SILT WITH SAND Used post hole digger to dig the upper 5 HI N/A HAND DUG AND GRAVEL. (OL), black, moist, spongy, feet. Some cobbles from I foot bgs. (N/A) with plant roots and organics, fine gravel. ater Content = 35 % 2.5 SILTY SAND WITH GRAVEL. SM, bluish PERCENT PASSING SIEVE #200: gray, moist, loose to medium dense, up to Silt Content = 28 % HAND DUG 30 percent of minus 3-inch gravel, fine to Water Content = 18 % H2 N/A (N/A) coarse sand, fine to coarse gravel (FILL). 4.0 5.0 5.0 -- --- SILTY GRAVEL WITH SAND'. (GM), dark Rough.:drilling for the entire depth. - S3 0.8 28-50/5" gray to gray, moist, very dense, - minus 5.9 (50/5") 1.5-inch gravel, fine sand. Water Content = 8 % 7.5 SILTY SAND. (SM), dark gray to S4 0.8 27-50/3" gray/brown, slightly moist, very dense, 8 3 (50/3") slightly cemented, with some gravel, fine to Water Content = 9 % coarse sand. 10.0 10.0 S5 0.5 50/6' SILTY SAND. (SM), grayish brown, slightly Rough drilling. Broken pieces of gravel 10.5 611 moist, very dense• trace of gravel, fine to near the sampler tip. coarse sand. Water Content = 9 % BOTTOM OF TEST BORING AT 10.5 feet. estore road surface using Black Top patch (Asphalt). — PROJECT NUMBER BORING NUMBER ® 139198.T3.31 B-8 SHEET 1 OF I SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th Street/Anacortes Ct. NE. RENTON WA ELEVATION 409.87 feet DRILLING CONTRACTOR HAYES DRILLING. INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" I0 HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/5/97 FINISH 02/5/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS oLL PENETRATION W TEST my a Cr "'� RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE a MOISTURE CONTENT, RELATIVE DENSITY ~cc w wm o OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS � a� w 6' (N) -6' TESTS AND INSTRUMENTATION w� z rz w (N) MINERALOGY o rn �-z cc Test boring is located near the 0 - 2 inches: Asphalt Concrete (AC) intersection of NE 10th Street and Pavement Anacortes Ct. NE Intersection. 6 - 8 inches: Silty Gravel (GM) - Base Used post hole digger to di the Course. 9 upper 5 8 - 24 inches: SILTY SAND WITH feet. GRAVE /S11 TY RAV WITH SAND Approximately 3- to 4-inch cobbles in (SM/GM), dark brown, moist, medium dense the upper 4 feet. (FILL). ---Encountered native material at about 2 2.5 feet bgs. Tight drilling. Hollow stem SILTY SAND WITH GRAVF1 AND COBBL FS auger sounds Pike locked-in between big SM, brown to brownish gray, moist, dense cobbles. to very dense, mottled, looks weathered, BG1 N/A HAND DUG with 3- to 4-inch cobbles. RA A Y (N/A) Gravel = 36 % Sand = 41 % 4.0 Silt = 23 % Water Content - 15 % 5.0 5.0 5.4 -S2 0.2 50/5' POOR RECOVERY: Broken pieces of rocks- —, mixed with Silty Sand (SM) soil, similar to above. Rocks are minus 2-inch granitic, dry, and whitish color. 7.5 7.8 S3 0.1 50/4" POOR RECOVERY: Two broken pieces of Took samples of cuttings between 5 feet dark gray rocks underlying Silty Sand and 10 feet (Sample No. CTI). Cuttings (SM). is SILTY SAND WITH RAVFI /SII TY GRAVEL WITH SAND. (SM/GM), gray, moist, minus 1.25-inch gravel. 10.0 10. 10.44 S4 0.4 50/51• SILTY SAND (SM), gray, slightly moist, very dense, slightly cemented, with up to Water Content = 7 % 15 percent minus 1.25-inch gravel. BOTTOM OF TEST BORING AT 10.4 feet. oad surface restored using Black Top patch (Asphalt). - PROJECT NUMBER BORING NUMBER - 139198.T3.31 8-9 � SHEET t OF 2 - SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION WHITMAN CT. NE/SUNSET BOULEVARD, RENTON, ELEVATION 394.00 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS SEE READINGS FOR P-1 START 02/5/97 FINISH 02/5/97 LOGGER KLS 3� SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION j r TEST ww a cc RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, 00v > aCr w MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE ALL- w wm o 6" -6' -6" OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS wD '- r� w (N) MINERALOGY TESTS AND INSTRUMENTATION our ? �z M Test boring is located near the intersection between Whitman Ct. NE and Sunset Boulevard, and 2 feet north of B-1. Used post hole digger to dig the upper 5 feet. Similar materiars as in B-i in the upper 5 feet. No sampling done in the upper 12.5 feet. See togs of Test Boring B-1 for soil type(s) in this zone. Smooth drilling. 10.0 Cuttings took very similar material as those encountered in the upper 10 feet at B-t. 12.5 POORLY-GRADED SAND. SP, brown to gray Very wet cuttings with slurry-like brown, wet, as in B-1 samples S4 and S5, consistency. SI t.5 21-34-42 except with four pieces of minus 1.5-inch R NT PASSIN, I V # 00: gravel in the middle 4 inches of sample. (76) dense to very dense. Silt Content = 3 % 14.0 Water Content = 21 Y, 15.0 — PROJECT NUMBER BORING NUMBER — 139198.T3.31 B-9 SHEET 2 OF 2 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION WHITMAN CT. NE/SUNSET BOULEVARD, RENTON, ELEVATION 394.00 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" IO HSA/GEFCO STRATA STAR 15 W/ OOWNHOLE HAMMER WATER LEVELS SEE READINGS FOR P-1 START 02/5/97 FINISH 02/5/97 LOGGER KLS 3F SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST ww a � RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, mc> > Z� w DEPTH OF CASING, DRILLING RATE =a � aw > MOISTURE CONTENT, RELATIVE DENSITY a¢ w W CO CD 6'-6- -6' OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS w� Z rD w (N) MINERALOGY TESTS AND INSTRUMENTATION o cn Z Z CC 15.0 Top 14 inches: S2A contains the top 14 inches. POORLY-GRADED SAND. (SP), as above, S28 contains the samples from 14 inches S2A/B 1.5 9-30-35 very moist to wet and no gravel. to 18 inches. (65) 14 to 16 inches: SILT. (ML), brown, wet, firm to stiff, Water Content = 20 % 16.5 homogeneous, with a little organic smell. 16 to 18 inches: SILTY SAND. (SM), brown to gray/brown, wet, similar in appearance to the top 14 inches, with approximately 30 to 40 Water Content = 23 % percent silt. Fill hole with water to stabilize potential heaving. Driller feels like the hole is not taking any water. Soil at the bottom of the hole probably has low permeability. 20.0 20.0 -- Top inches. — - POORLY-GRADFD SAND. (SP), brown, very moist to wet, medium dense, fine to medium Water Content = 21 % 3A/B/ 1.3 9-20-13 sand. (33) Middle 4 inches: SILTY SAND. (SM), brown, wet, firm to 21.5 stiff, fine to medium sand. Bottom 6 inches: Water Content = 27 % SILTY SAND. (SM), gray brown to brown, wet, medium dense, fine to medium sand. Water Content = 22 % Hit more gravelly formation at 23 feet to 24.5 feet bgs. Just occasional gravel according to driller. 25.0 25.0 Top 9 inches: Piece of 1-inch gravel near the tip of POORLY-GRADFD SAND WITH SIT sampler. 15-19-24 (SP-SM), brown, very moist to wet, fine to S4 1.5 (43) coarse sand. Bottom 9 inches: PERCENT PASSING SI V # 00: SILTY SAND. SM, brown to gray brown 26.5 wet, dense to very dense, fine to medium Silt Content t 29 sand. BOTTOM OF TEST BORING AT 26.5 feet. oad surface was restored using Black Top patch (Asphalt). 4759-010-06-1130 JRS:wI 02/14/97(00390021CH2MHB1.PRE) U.S.STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 — � 9080 — 1 70 - 60 — m i CFJ co 50 co 40 — w U � 1 i a 30 — � 20 — i I 10 — �' 0 ____4_�i , 0 1,000 100 10 1 0.1 0.01 0.001 GRIN SIZE IN MILLIMETERS G � Z GRAVEL SAND m 0 COBBLES SILT OR CLAY COARSE FINE 1COARSE1 MEDIUM FINE m cn SYMBOL EXPLORATION SAMPLE SOIL DESCRIPTION NUMBER DEPTH(FEET) B-1 Sample S4 7.5 -9.0 Brown medium to fine sand (SP) (loose, wet) Particle Siz e Analysis Worksheet Job Name: CH21VIHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ Boring No: B-1 Sample No:S4 Depth: 7.5-9.0 Soil Description: Brown fine sand w/silt&w/occ.f gravel (SP-SM) (Loose,Wet) Test Type: -200 Sieve Analysis Hydrometer Estimated% -200: Moisture Content -200 Wash Pan # L2 * Pan# L2 Pan +Wet Soil 1033.0 * Pan +Wet Soil Before 876.10 Pan + Dry Soil 876.1 * Pan + Dry Soil After 848 Moisture Loss 156.90 -200 From Wash 28.10 Pan Wt. 173.18 * Pan Wt. 173.18 Dry Soil Wt. 702.92 Dry Soil Wt. 702.92 Moisture Content 22.3 % of-200 4.0 Total Washed Soil Wt: 674.82 Sieve Analysis Fractional Sample- Total.Sam le- um ma Sieve Accum.Wt. Accum.Wt. Sieve Size Retained Retained % Retained % Passing Size % Passing 3.0' ********** 0.00 0.0 100.0 3.0' 100.0 ********** 1.5 0.00 0.0 100.0 1.5 100.0 3/4' ********** 9.47 1.3 98.7 3/4' 98.7 3/8' ********** 34.29 4.9 95.1 3/8' 95.1 #4 ********** 38.30 5.4 94.6 #4 94.6 #10 1.21 47.85 6.8 93.2 #10 93.2 #20 5.86 84.54 12.0 88.0 #20 88.0 #40 33.55 303.06 43.1 56.9 #40 56.9 #60 67.13 568.05 80.8 19.2 #60 19.2 #100 77.09 646.651 92.0 8.0 #100 8.0 #200 80.38 672.611 95.7 4.3 #200 4.3 Pan 80.66 674.82 Note: the fractional sample correction equals the weight of washed-#4 divided by the weight of the washed -#4 sieved. Classification Data Description %Total Gravel Coarse 1.3 Fine 4.1 ' Sand Coarse 1.4 Medium 36.3 Fine 52.6 -200 4.3 Classification based upon analysis: Brown m sand (Loose, et SIEVE ANALYSIS i Job Name '��� H F4 ; � Tested by S Date Job Number Checked by SAMPLE Boring No. 6 - 1 Sample No. Sample Depth -7�- Visual Description (USC) c; Comments Standard: A [ Large Gravelly Sample: Clean B [ METHOD (non-gravelly and (split on #4 or 3/411) small samples) Dirty C [ MOISTURE CONTENT #200 WASH -Cup # L Cup # L� Cu + Wet Soil 0_S Cu + Dry Soil before -� Cu + Dry Soil G _ Cu + Dry Soil after y Moisture Loss -#200 From Wash Cup Tare / 3. g Cup Tare -Dry Soil Dry Soil Moisture Content % of-#200 FRACTIONAL SAMPLE - - -TOTAL SAMPLE Sieve Accum. Wt_ Accum. Wt. Size Retained % Retained % Passing Retained % Retained % Passing 3" 1.5" 1" 3/4" v�- 5/8" 3/8" #8 #10 #16 #20 j #30 #40 3 S #50 #60 3 #100 -;1_ C #200 5 o Pan �• �, Corrected ASTM D422, D1140 Document ID: SIEVE-WK M IMI M M m 4759-010-06-1130 JRS:wI 02/14/97(00390021CH2MHB4.PRE) U.S.STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 - 60 - c� m _ 50 — 1 (L Z 40 w U - 0_ ow. 30 — I I 20 — I 10 — p 1,000 100 10 1 0.1 0.01 0.001 'I GRAIN SIZE IN MILLIMETERS C Z GRAVEL SAND m C COBBLES SILT OR CLAY COARSE I FINE 1COARSE1 MEDIUM I FINE X U) SYMBOL EXPLORATION SAMPLE SOIL DESCRIPTION NUMBER DEPTH(FEET) B-4 Brown silty fine to coarse gravel with fine to coarse sand (GM) Sample BG-1 2'� -4'0 (loose, moist) Particle Size Analysis Worksheet Job Name: CH21VIHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ Boring No: B-4 Sample No:BG-1 Depth: 2.5-4.0 'I Soil Description: Brown silty c gravel w/fine gravel &w/f-c sand (GM) (Loose, Moist) Test Type: -200 Sieve Analysis Hydrometer Estimated% -200: Moisture Content -200 Wash Pan # T5 * Pan # T5 Pan +Wet Soil 5329.8 * Pan + Wet Soil Before 4998.67 Pan + Dry Soil 4998.67 * Pan + Dry Soil After 4173.12 Moisture Loss 331.13 -200 From Wash 825.55 Pan Wt. 329.53 * Pan Wt. 329.53 Dry Soil Wt. 4669.14 Dry Soil Wt. 4669.14 Moisture Content 7.1 %of-200 17.7 Total Washed Soil Wt: 3843.59 iSieve Analysis Fractional Sample Total Sam !e ummary Sieve Accum.Wt. Accum. Wt.1 Sieve Size Retained Retained %Retained %Passing Size %Passing 3.0' ********** 0.00 0.0 100.0 3.0' 100.0 ********** .5 987.30 21.1 78.9 1.5 78.9 3/4' ********** 1293.20 27.7 72.3 3/4' 72.3 3/8' ********** 1621.80 34.7 65.3 3/8' 65.3 #4 ********** 2021.00 43.3 56.7 #4 56.7 #10 12.17 2408.30 51.6 48.4 #10 48.4 #20 23.25 2760.921 59.1 40.9 #20 40.9 #40 33.59 3089.99 66.2 33.8 #40 33.8 #60 1 42.75 3381.50 72.4 27.6 #60 27.6 #100 49.64 3600.77 77.1 22.9 #100 22.9 #200 56.97 3834.04 82.1 17.9 #200 17.9 Pan 57.27 3843.59 Note:the fractional sample correction equals the weight of washed-#4 divided by the weight of the washed-#4 sieved. Classification Data Description %Total Gravel Coarse 27.7 Fine 15.6 Sand Coarse 8.3 Medium 14.6 Fine 15.9 -200 17.9 Classification based upon analysis: Brown silty -c grave w -c sand M (Loose, Moist SIEVE ANALYSIS Job Name Se Tested by :j/_S Date Job Number t,f:::) s­j - o i o oc,o Checked by SAMPLE ,Z.s - Ij Boring No. Sample No. Al-15 / Sample Depth ;Z32�._ Visual Description USC v St t ,- ,> Comments i �, vL Standard: A n Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C MOISTURE CONTENT #200 WASH Cup # T S Cup # Cu + Wet Soil // .--7 L,g Cu + Dry Soil (before) (D.)_ cf_ Cu + Dry Soil / . o '1- C k55, Cu + Dry Soil after Moisture Loss 4200 From Wash Cup Tare 3 L S _4 � _ Cup Tare ��. 53 Dry Soil Dry Soil Moisture Content % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Passing Retained % Retained % Passing 3" 1.5" -� 3 1" 3/4" - . � 5/8" 3/8" lr I #4 a O #8 #10 #16 #20 3 #30 - #40 S #50 #60r #100 #200 Pan -} Corrected ASTM 0422, 01140 Document ID: SIEVE.WK 4759-010-06-1130 JRS;wI 02/14/97(00390021CH2MHB8.PRE) U.S.STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 � 100 � I � CD 90 N,V,1 a° rt — 70 ` . W 3 60 I z C/) co 50 Q IL 40 � 1 I I _ w 30 - I I I� a 20 I I 10 0 0 1,000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS O O MC Z GRAVEL C COBBLES SAND SILT OR CLAY COARSE ICOARSEI MEDIUM FINE G rn C SYMBOL EXPLORATION SAMPLE NUMBER DEPTH(FEET) SOIL DESCRIPTION B-g Brown silty fine to coarse sand with fine to coarse gravel (SM) (loose, Sample BG-1 2'5 -4'0 moist) Particle Size Analysis Worksheet Job Name: CH2MHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ Boring No: B-8 Sample No:BG-1 Depth: 2.5-4.0 Soil Description: Brown silty f-c gravel w/f-c sand (GM) (Loose, Moist) Test Type: -200 Sieve Analysis Hydrometer Estimated% -200: Moisture Content -200 Wash Pan # T-20 * Pan # T-20 Pan + Wet Soil 5171.0 * Pan +Wet Soil Before 4545.07 Pan + Dry Soil 4545.07 * Pan + Dry Soil After 3560.76 Moisture Loss 625.97 -200 From Wash 984.31 Pan Wt. 215.24 * Pan Wt. 215.24 Dry Soil Wt. 4329.83 Dry Soil Wt. 4329.83 Moisture Content 14.5 %of-200 22.7 Total Washed Soil Wt: 3345.52 Sieve Analysis Fractional Sample Sample Summary Sieve Accum.Wt. Accum.Wt. Sieve Size Retained Retained %Retained %Passin Size %Passing 3.0' ********** 0.00 0.0 100.0 3.0' 100.0 1.5 713.50 16.5 83.5 1.5 .5 3/4' ********** 958.20 22.1 77.9 3/4' 77.9 3/8' ********** 1230.80 28.4 71.6 3/8' 71.6 #4 ********** 1559.60 36.01 64.0 #4 64.0 #10 11.13 1915.44 44.2 55.8 #10 55.8 #20 20.12 2202.86 50.9 49.1 #20 49.1 #40 30.06 2520.66 58.2 41.8 #40 41.8 #60 39.46 2821.19 65.2 34.8 #60 34.8 #100 47.01 3062.57 70.7 29.3 #100 29.3 #200 55.01 3318.34 76.6 23.4 1 #200 1 23.4 Pan 55.86 3345.52 Note:the fractional sample correction equals the weight of washed 44 divided by the weight of the washed 44 sieved. Classification Data Description %Total Gravel Coarse 22.1 Fine 13.9 Sand Coarse 8.2 Medium 14.0 Fine 18.4 -200 23.4 jClassification based upon analysis: Brown silty -c sand w -c grave (Loose, Moist) SIEVE ANALYSIS Job Name y M ; r Tested b /L S Date „2 - S9 Job Number r-/-4`S - o/o -D(, Checked by SAMPLE Boring No. g- g Sample No. Sample De th � S- y Visual Descri tion USC �,,v ,L T '99 Comments 1 Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C MOISTURE CONTENT #200 WASH - �o -Cup # - T- o cup # Cu + Wet Soil ). �g S Cu + Dry Soil before Cu + Dry Soil /o, o Cu + Dry Soil after Moisture Loss -#200 From Wash Cup Tare �. §� / o Cup Tare Dry Soil -Dry Soil Moisture Content % of 4200 FRACTIONAL SANIPL-c _ TOTAL SAMPLE _- Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Passing Retained % Retained % Passing 3" _ 1.5" 111 5/8" . 3/81' /2-30- -#4 /Ss- ci 61 #8 #10 i/ • /� #16 #20 -D- #30 #40 SQ #50 — #60 Gj . #100 _ o/ #200 ,0 / Pan Corrected ASTM D422. D1140 Document ID: SIEVE.WK1 SIEVE ANALYSIS Job Name CHdM N_rl 1 `� Tested b S Date Job Number L/� 5­1 - b10 - 00 Checked by SAMPLE Boring No. - 1 Sample No. Sample Depth y Visual Description (USC) DA&L w,2, , 7 _C ,q,,ti� Lv /)t— /� �4✓v �7 M L o v �C�o i ST Comments Standard: =' A Large Gravelly Sample: Clean B ❑ METHOD (non-gravelly and (split on #4 or 3/411) small samples) Dirty C ❑ MOISTURE CONTENT #200 WASH Cup # --/0 Cup # I--1-0 Cu + Wet Soil �. Cu + Dry Soil before r?-:� Cu + Dry Soil a Cu + Dry Soil after gL/ Moisture Loss S o -#200 From Wash S�. do Cup Tare �S Cup Tare Dry Soil s/ . t s Dry Soil Moisture Content % of 4200 L . ---FRQ,PTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % P4 sin g Retained % Retained % Pa sin 3" 1.5" 1" 3/4" - 5/8" 3/8" #4 #8 #10 #16 #20 #30 #40 #50 MEE ' #60 #i 00 Pan Corrected ASTM D422, D1140 Document ID: SIEVE.WK SIEVE ANALYSIS Job Name 6 d_ 1 _4 t It S,, Tested by C/q aw S Date d -/a -1,-4 Job Number y--7 -o io -o co Checked by SAMPLE Boring No. Q - / Sample No. S'3 Sample Depth S- �.S Visual Description(USC CooC! o Comments Standard: A [ Large Gravelly Sample: Clean B [ METHOD (non-gravelly and (split on #4 or 3/4 ) small samples) Dirty C [ MOISTURE CONTENT #200 WASH Cup # F Cup # F -_�_ Cu + Wet Soil Cu + Dry Soil before loo Cu + Dry Soil o Cu + Dry Soil after } . Moisture Loss p.-To 4200 From Wash Cup Tare ! p . 3 o Cup Tare J6O. Dry Soil O Dry Soil ci,��� Moisture Content II . % of 4200 _ FRACTIONAL SAMPLE _ TOTAL SAMPLE-- Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Pas,_1fhzg Retained % Retained % Passin 3" 1.5" 1" 3/4" 5/811 3/810 #4 #8 #10 #16 #20 #30 #40 #50/ # 0 100 #200 Pan Corrected ASTM D422,01140 Document ID: SIEVE.WK SIEVE ANALYSIS Job Name (,)h1 Date Tested b S y� Job Number Checked by SAMPLE Boring No. -a Sample No. Sot Sample Depth S - S Visual Descri tion (USC) T w '_ L SIN /k boo se S Comments Standard: A Large Gravelly Sample: Clean B ❑METHOD (non-gravelly and (split on #4 or 3/4') small samples) i Dirty C MOISTURE CONTENT #200 WASH CuE+ Wet S L - Cu # Cu Soil Cu + D Soil before gp Cu + D Soil o S. Cu + D Soif after Moisture Loss . g o 4200 From Wash Cup Tare hoy Cup Tare D Soil p L/. i -� D Soil i Moisture Content % of 4200 FFRACTIONAL SAMPLE fA TOTAL SAMPLE Sieve Accum. Wt_ um. Wt. Size Retained % Retained °� assin etained % Retained % Passing 1.5° 3"E1" 3/4" . 5/8" 3/811 ' #4 #8 #10 #16 #20 ' #30 #40 #50 ' 60 /#100 #200 Pan / Corrected ASTM 0422. 01140 Document ID: SIEVE.WK1 SIEVE ANALYSIS Job Name (�a f I N,-i( Tested by CA, Date Job Number Checked b FSAPLE Boring No. Sample No. S/ Sample Depth S Visual Description (USC) ,LTy ;,v _ c S S'^rd < Comments E Standard: A Large Gravelly Sample: Clean B(non-gravelly and V� (split on #4 or 3/4") small samples) � Dirty C MOISTURE CONTENT #200 WASH Cup # pP- Cup # Qom_ Cu + Wet Soil �. Cu + D Soil before Cu + Dry Soil S y Cu + Dry Soil after o Moisture Loss t - ��-/�. � 0 -#200 From Wash ' Cup Tare Cup Tare - Dry Soil 3sG.. G Dry Soil Moisture Content o/o of -#200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. 3" Size Retained % Retained % Passi Retained % Retained % P ssin 1.5" ff5/811 3/8" #4 #8 #10 #16 #20 #30 #40 #50 #60 #100 ii2 Pa n Pan Corrected ' ASTM D422, D1140 Document ID: SIEVE.WKt SIEVE ANALYSIS Job Name C LL�F'Y < < ley Tested b / Date Job Number oro - o c,. Checked by SAMPLE Boring No. Sample No. S'q- Sample Depth S- L.S Visual Description (USC) Comments W i " Standard: A ❑ Large Gravelly Sample: Clean B ❑ METHOD (non-gravelly and (split on #4 or 3/411) small samples) Dirty C ❑ MOISTURE CONTENT #200 WASH Cup # OP- te Cup # lop- Cup + Wet Soil �� , o Cu + Dry Soil before GYo , t Cu + Dry Soil I Cu + Dry Soil after Moisture Loss S . -'0 4200 From Wash 1 Cup Tare p Cup Tare 5 a Dry Soil S--/ o „ Dry Soil ' Moisture Content /o • -, % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Passin Retained % Retained % Pas n 3" 1.5" 1" 3/4' 5/8" 3/8" ' #4 #8 #10 #16 #20 #30 #40 #50 #60 #100 ' #206 P n C rrected ASTM D422,D1140 Document ID: SIEVENK ' ALYSIS SIEVE AN Job Name (_hj r- A' (I Tested by Date Job Number nn - biv - o Checked by ' SAMPLE Boring No. & - - Sample No. /a -I- Sample Depth a.s- y ' Visual Description USC c� Z F - c �A� Comments Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/41) small samples) Dirty C ' MOISTURE CONTENT #200 WASH Cup # ba / Cup # _j Cu + Wet Soil 03 Cu + Dry Soil before ---7 3�,, Cu + Dry Soil Cu + Dry Soil after y. Moisture Loss S o D 4200 From Wash Cup Tare b Cup Tare Dry Soil 'S 3 x T Dry Soil 538 7 ' Moisture Content % of 4200 _ FRACTIONAL SAMPLE TOTAL SAMPLE _ Sieve Accum. Wt. Accum. Wt. Size Retained % Retained %Pt/ssing Retained % Retained % Pas 3" ' 1.5" 1° 3/411 ' 5/8" 3/8" ' #4 #8 #10 #16 #20 #30 #40 #50 ' #60 #100 #2 / P n Corrected ASTM D422, D1140 Document ID: SIEVE.WK SIEVE ANALYSIS g� Job Name r Tested b /t S Date d-/1 S Job Number D Checked by SAMPLE Boring No. Sample No. S/ Sample Depth,/.).,S--jy ' Visual Description USC v .Y sP Clfojq ,wo Jr ~ �Y Comments Standard: AFJ Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C ' MOISTURE CONTENT #200 WASH Cup # p- �-- Cup # a-- ' Cu + Wet Soil Cu + Dry Soil before Cu + Dry Soil Cu + Dry Soil after Moisture Loss 5- a -#200 From Wash C7, ' Cup Tare 99/. b Cup Tare 5 z Dry Soil Dry Soil Moisture Content ,;� . 3 % of-#200 �. FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Pas>zg Retained % Retained % P sin 3" ' 1.5" 1" ' 3/4" . 5/8" 3/8" ' #4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #20 P n C rected ' ASTM D422,01140 Document ID: SIEVE.WKt SIEVE ANALYSIS Job Name C ya F�N : 1 f SP "- Tested by C_�r,? y7 S Date Job Number t-1-:3 Sq - cD r v -o Checked by SAMPLE Boring No. Sample No. Sample Depths S- a 6 -S ' Visual Description (USC) L r Lf Comments Standard: A Large Gravelly Sample: Clean B ' METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C MOISTURE CONTENT #200 WASH Cup # P-/ Cup # ,�- i 47 ' Cu + Wet Soil o Cu + Dry Soil before G Cu + Dry Soil Cu + Dry Soil after y Moisture Loss' d . 6 p 4200 From Wash (0 Cup Tare S Cup Tare . Dry Soil 5 35 . Dry Soil ' Moisture Content % of 4200 _21g FRACTIONAL--SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ! Size Retained % Retained % Passing Retained % Retained % Passing 3" ' 1.5" 1" 3/4" 5/8" 3/8" ' #4 #8 ' #10 #16 #20 #30 #40 #50 #60 #100 #200 Pan Corre ed ' ASTM D42Z D1140 Document ID: SIEVE.WK1 ��j Geo �Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: (' �f r� /v1 �r (� � "�/ � Job Number: Y-4 Date �-- Tested by Boring/Test Pit No. Sample No. .S— Depth (ft.) i - 3 /O- //.S— .S- c /S-- /L r.� �. ..cfi'. .5.,:. ' {4,,.i .�j° ,4 �,} `i`' 1..:;�'•f'u K4 �.r + i: -74 jz, i•':�C( i 'aG,'�l .t ,. �y.,�.�'yiq�,•apn,,'y:,.lCr;.. .;l ! ;{'3�.. ' `K:'. ,r�.����"��`tv'. ..,.-t,r... . .f..Rt:,n�a. .'^i. ?Vi1 i4?,`ti-.2,7-+4...b ;+V.V�'P...`L.IRU��r A,...n.:....nrMw:.C�,. r.d:,.r;.t,��.:>f",�v'.Y.A}.Y..c,N��.tdl�•t�1. i-..�e•Y1�:kmir,�M•.FS�� �����R `:1kT. ,�rN G�If-S,�:��t.a ! .�aiwlf�!!a• Pan Number /P L( fit/ 0 15t Pan+Wet Soil (g) / 9. -�- o 1O, I113. 1 I —9 . `x 3 Pan+Dry Soil (g) D f • "4- /36® / � Moisture Loss (g) (v • D ./ 01 y c Pan Wt. (g) O ( 04�- OCo a 3 Dry Soil Wt. (g) 9�3 (o Sri 3 / 1 �'� ' LP /. Moisture Content /. ,'t /,'r�'T2•i4'. }'.:S �LJ:S ?GLq�rv �h?i;?1tt'nt' ':,t�� �. P•..'3Yd4=.!tir .: �7}�. �^�Jtyt °Y.}.r.:l...§'�.'}�it .t•R,:�1.4!ly..4( `p,L t... }�S +."t. "'S, .Wit'•r 4 j�'F,,... a�laF�t`sl��sn#'�,�, Soil Description (�mr le v `J / o,.,a-/ �; Q Q /`o W r.- T l e.` ✓ j°OC G!`Qy bl P°���Y N �/ ivlrdJ'v ,v�. S"at� Gay 5�dy J_ f�cI//� wi t�_ / ' ;nc C- (All'I's Lb b S�. 1 C J Z S 41 l /S)�/ CNt�>;s �/ 5���) 1 Mai%SJ � Lods--e,� vtnc� [� rCl� C�p "5,) (t,OA Mv`Sr { 0 (M#) , s//�� CGP-�oM � Js � Jhc1J - Document ID: MCD-2216.VSD G Geo Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: 0 Af:�r;A Nr f� �,��� Job Number: Date - 3 — f Tested by jf��4rt't Boring/Test Pit No. - Sample No. S L/ Depth(ft.) lD-l I• /s- - /(e S- G S` /D )/• S �? •S - C� •. ..^�' st :'. •Gdi_,.' y .. .,y., ...,, ... t- .F. ..•.. _ ..,. ... ., .FS fN�Yr"}.1 E. r t:Y y:r;; ...ram v i✓. �....... ,. r' � 'a♦ .,n_, &G. ,.wit,. �•e �r -a ! i.�y,� Sys. ,}t`�T`���!,5� � y� -0{�$:C e. r � � -s �,(�• ,,3�,t i {�,,f 1- � f I.•�:r:tt .t•!�;...�:�±`�r.`i,'?FeriY°?:��r��i1St.�+..ik'Yl`€dd�3+ ..��f� �'. '�� "tr:�•:4'F. 1:"&t�13:'�lE.f"t1?�,:t:t��m'xn'.saC%7�?k:�al•"f�S1�i�f�'� '�'.r>���+"r'��'�. f n4'„ � r�•f�',.•,,�. ����tf. �,X Pan Number 4,1 { W - r U Pan+Wet Soil (g) 3 Z / , Z , Z -z Pan+Dry Soil(g) / S�(. S S- a '� /-7 c�S /a . J �. / L Moisture Loss (g) C)_ O O Pan Wt. (g) o O O , o a Dry Soil Wt. (g) i S • `/ /e A-S• a`S / ;)-34 Ly 3 3 Moisture Content(%) / �,:ii� 5'.•: .MW Gr.•yi•. r :y;... ,� ..M•"� 'A;: �..' i.. y.. ,.r y 4�> �t •CL�«+:'i;+x�',��',..Zj. ..;� .w. ,�; x.:.�. � r 4Y �4. 'A`43', ,' •.`1••F;.TIS:'7:U�'1•?W.Ti%27:tv'.•SF.� � dti<cd.^ i�it'i,?F �l�;,.: _ `�`t- :R :•�fi•.G`tu:y' ",P.�1:.'.t3. r,�yyS} fk.a!� {� r.r�5:.+'c,•fFr v. . Soil Description p�k 6re-y ,�o.�-l� 6 � De�.•/e � re.�, S,'t�, cr r a G w� ' re- ���,. 5;'/�• >C;' _ . _ .. ,'� s,�l.�s' � S LOL1/•Se �- a (,tro. T*c� L � S)'I t �,,,,,a/ S��l ctnc� 5 114 /�,,u ) �^'� � s�/ Cc�,•e> So,.i�/ (�yo,'s%ca'-sue) (1L(aj's�� (GP— GM) / I Document ID: MCD-2216.VSD Geo��%Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: K� Job Number: V-4 �'I —D/o Date Tested by Boring/Test Pit No. Sample No. _ — S H S Depth (ft.) ,. 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